Engineering 

T  ;i^^^^» 


FIRE  TESTS 

of 

BUILDING  COLUMNS 

by 

ASSOCIATED  FACTORY  MUTUAL  FIRE  INSURANCE  COMPANIES 
THE  NATIONAL  BOARD  OF  FIRE  UNDERWRITERS 

and  the 
BUREAU  OF  STANDARDS,  DEPARTMENT  OF  COMMERCE 


An   Experimental   Investigation  of  the   Resistance  of  Columns, 

Loaded  and  Exposed  to  Fire  or  to  Fire  and  Water, 

with  Record  of  Characteristic  Effects 


Jointly  Conducted  at 

UNDERWRITERS'  LABORATORIES 

Chicago,  Illinois 
1917-1919 


Library 


Engineering 
Library 


ADDITIONAL  COPIES 

OF  THIS  PUBLICATION  MAY  BE  PROCURED  FROM  THE  FOLLOWING  AT 

$2.00  PER  COPY— PAPER  COVER 
$2.50  PER  COPY— CLOTH  COVER 

Associated  Factory  Mutual  Fire  Insurance  Companies, 
31    Milk   Street,    Boston,   Mass. 

Underwriters'   Laboratories 
207   East   Ohio   Street,   Chicago,   Illinois 


800,328 


FIRE  TESTS  OF  BUILDING  COLUMNS 


CONTENTS 

By  the  method  of  presentation  that  follows,  Section  I  gives 
a  general  outline  of  the  tests; 

Sections  II,  III  and  IV  give  descriptions  of  the  columns, 
column  coverings  and  methods  used  in  their  preparation ; 

Section  V  and  Appendix  D,  results  of  auxiliary  tests  of  materi- 
als ; 

Sections  VI,  VII,  VIII  and  IX,  descriptions  of  apparatus  and 
method  of  testing; 

Sections  X  and  XI  and  Appendices  A,  B  and  C,  results  of  tests; 
Sections  XII  and  XIII,  discussion  of  test  data  and  conclusions 

The  full  presentation  of  the  results  of  the  present  investiga- 
tion is  necessarily  of  considerable  extent,  and  familiarity  with  the 
general  plan  will  be  a  material  aid  in  reading,  and  if  desired,  in 
selecting  for  particular  attention  such  portions  as  may  best  serve 
the  reader's  immediate  purpose. 

Page 

I.  INTRODUCTION . 15 

1.  Purpose 15 

2.  Scope  of   Tests 16 

3.  Acknowledgment   17 

II.  DESCRIPTION  OF  COLUMNS    • 19 

1.  Structural  Steel  Columns 19 

(a)  Details  of  Design 19 

(b)  Bearings .- 19 

(c)  Riveting    , 19 

(d)  Initial  Straightness 19 

(e)  Properties  of  Sections 24 

2.  Cast  Iron  Columns 26 

(a)  Details  of  Design  and  Manufacture 26 

(b)  Bearings    '. 26 

(•c)     Initial  Straightness  26 

(d)     Variations  in  Metal  Thickness 26 

3.  Pipe  Columns 29 

(a)  Details  of  Design  and  Manufacture 29 

(b)  Bearings    29 

4.  Reinforced  Concrete  Columns 29 

(a)  Details  of  Design 29 

(b)  Bearings  and  End  Restraint : 32 

5 


6  FIRE  TESTS  OF  BUILDING  COLUMNS 

Page 
II.    DESCRIPTION  OF  COLUMNS— Continued. 

5.    Timber  Columns  32 

(a)     Species  of  Timber 32 

Ob)     Cap  and  Bearing  Details  32 

(c)     Properties  of  the  Timber 32 

III    SCHEDULE  OF  TESTS 35 

1.  General  Considerations  •. . .  35 

(a)     Object  and  Limitations 35 

Ob)     Preliminary  Work  on  Schedule 35 

2.  Schedule  of  Fire  Tests 36 

(a)  Unprotected  Columns 36 

(b)  Partly  Protected  Columns 41 

(c)  Columns  Protected  by  Plaster  on  Metal  Lath 41 

(d)  Columns  Protected  by  Concrete. 42 

(e)  Columns  Protected  by  Hollow  Clay  Tile 46 

(f  )      Columns  Protected  by  Gypsum  Block 50 

(g)     Columns  Protected  by  Brick 52 

(h)     Reinforced    Concrete    Columns 53 

(i)      Timber  Columns   54 

3.  Schedule  of  Fire  and  Water  Tests 55 

(a)     Columns  Protected  by  Concrete 55 


(b)  Columns  Protected  by  Hollow  Clay  Tile 55 

(c)  Columns  Protected  by  Gypsum  Block 55 

(d)  Plaster  on  Metal  Lath  Protection 55 

(e)  Reinforced  Concrete  Columns 55 

( f )  Unprotected  Cast  Iron  Columns 55 

[V.  -  PLACING  OF  COVERINGS  AND  CONCRETE  COLUMNS 61 

1.  Concrete  Protections  and  Columns , 61 

(a)  Forms  and  Staging 61 

(b)  Method   of   Proportioning 61 

(c)  Mixing  and  Placing 61 

2.  Plaster  on  Metal  Lath  Protections 63 

(a)  Placing  of  Lath 63 

(b)  Applying  the  Plaster 63 

3.  Hollow  Clay  Tile  and  Brick  Protections 65 

(a)  Proportioning  of  Mortar 65 

(b)  Placing  of  Tile  and  Brick 65 

(c)  Placing  of  Concrete  Filling 65 

4.  Gypsum  Block  Protections 65 

(a)  Proportioning  of  Mortar 65 

(b)  Placing  of  Block 65 

(c)  Placing  of  Filling 65 

5.  Method  of   Storage 66 

V.    AUXILIARY  TESTS  OF  MATERIALS 67 

1.  Tests  of  Structural,  Bar  and  Wire  Steel 67 

2.  Tests  of  Cast  Iron 68 

3.  Tests  of  Portland  Cement 69 

4.  Tests  of  Sand '. 69 

5.  Tests  of  Coarse  Concrete  Aggregates 70 

6.  Source  and  Classification  of  Concrete  Aggregates 70 

7.  Tests  of   Concrete 72 

(a)  Test  Specimens , 73 

(b)  Percent  Water  in  Concrete  Mixture 74 

(c)  Testing  of  Concrete  Cylinders 74 

(d)  Compressive  Strength  of  Concrete 74 

(e)  Modulus  of  Elasticity  of  Concrete 78 


CONTENTS  7 

Page 

V.  AUXILIARY  TESTS  OF  MATERIALS — Continued. 

8.    Tests  of  Lime 80 

.  9.    Tests  of  Calcined  Gypsum 80 

10.  Tests  of  Mortar,  Plaster  and  Filling 80 

11.  Tests  of  Hollow  Clay  Tile 81 

(a)  Classification  and  Description   81 

(b)  Porosity  and   Absorption 81 

(c)  Compressive  and  Transverse  Strength 82 

(d)  Temperatures  of  Vitrification  and  Fusion 82 

12.  Tests   of   Brick 82 

13.  Tests  of  Gypsum  Block 83 

14.  Transverse  Strength  of  Gypsum  Wall  Board 83 

VI.  DESCRIPTION  OF  FURNACE  AND  RELATED  EQUIPMENT 85 

1.  Building '. 85 

2.  Apparatus  for  Handling  Columns 85 

3.  Loading  Apparatus 85 

(a)  Loading  Ram 85' 

(b)  Controlling  Devices 87 

(c)  .  Restraining  Frame 87 

(d)  Bearing  Details 88 

(e)  Capacity  and  Calibration   88 

4.  Testing  Furnace  ...' 88 

(a)  Combustion  Chamber   89 

(b)  Burners    91 

(c)  Operating  Details    91 

5.  Fire  Stream  Apparatus  91 

VII.  TEMPERATURE  MEASUREMENTS 93 

1.  Instruments    93 

(a)  Indicating   Potentiometer    93 

(b)  Recording  Potentiometer    95 

(c)  Accessories   95 

2.  Furnace  Temperatures    97 

(a)  Location  of  Furnace  Thermocouples 97 

(b)  Thermocouple  Mountings   97 

(c)  Connections  to  Instruments   98 

3.  Column  Temperatures  98 

(a)  Attachment  of  Thermocouples  to  Column 98. 

(b)  Location  of  Column  Thermocouples 100 

(c)  Connections  to  Instruments  101 

4.  Method  of  Taking  and  Reducing  Observations 101 

5.  Calibration  of  Thermocouples 102 

(a)  Furnace  Thermocouples    102 

(b)  Column    Thermocouples    , 103 

VIII.  DEFORMATION  MEASUREMENTS    105 

1.  General  Outline  105 

(a)  Attachment  and  Protection  of  Wires 105 

2.  Unit.  Compression  and  Expansion  107 

. (a)     Micrometers  and  Mounting 107 

(b)  Method  of  Taking  and  Reducing  Observations 107 

3.  Center  Deflection 107 

4.  Total  Depression  or  Expansion 109 

5.  Calibration  and  Accuracy 109 


8  FIRE  TESTS  OF  BUILDING  COLUMNS 

Page 

IX.  METHOD  OF  TESTING  110 

1.  Loading  Formulas  and  Applied  Loads Ill 

(a)  Working  Loads Ill 

(b)  Loading  to  Failure 

2.  Fire  Exposure  Ill 

(a)  Character   of    Fire Ill 

(b)  Preliminary  Panel  Tests Ill 

(c)  Time-Temperature  Curve 115 

(d)  Influence    of    Pyrometer    Mounting    on    Indicated    Tem- 
peratures      115 

(1)  Temperature  Lag 115 

(2)  Radiation  Effects 119 

3.  Fire  and  Water  Test  Procedure 120 

4.  Observations  During  Test  121 

5.  Observations  After  Failure  121 

6.  Photographic  Records  ' 121 

X.  RESULTS  OF  FIRE  TESTS 122 

1.  Fire  Test  Results  in  Tables  and  Figures 122 

2.  Photographic  Records   122 

3.  Furnace  Temperatures    122 

(a)     Variations  from  Average  Curves 122 

4.  Column  Temperatures  ' 130 

(a)  Temperature  Variation  over  Length  of  Column 131 

(b)  Temperature  Variation  over   Cross  Section 131 

(>c)     Dehydration  Points  131 

5.  Longitudinal  Deformation  and  Average  Temperature 131 

(a)  Computation  of  Average  Effective  Temperature 131 

(b)  Deformation  Under  Heat  and  Load 133 

(c)  Period  of  Expansion 135 

'  (d)     Maximum  Column  Temperatures 135 

6.  Total  Vertical  Deformation   139 

(a)  Before  Failure   •  139 

(b)  At  Failure 139 

7.  Lateral  Deflection 139 

(a)  Before  Failure   139 

(b)  Deflection  at  Failure '. 141 

8.-   Log  of  Fire  Tests 142 

(a)     Unprotected  Columns  142 

Ob)     Partly  Protected  Columns "  143 

(c)  Plaster  on  Metal  Lath  Protections  ' 145 

(d)  Concrete  Protections    146 

>)     Hollow  Clay  Tile  Protections 151 

Gypsum   Block  Protections. 158 

(g)     Brick  Protections    160 

(h)     Reinforced  Concrete  Columns  161 

(i)      Timber  Columns  162 

XL    RESULTS  OF  FIRE  AND  WATER  TESTS 166 

1.  Applied  Loads,  Duration  and  Effect  of  Fire  and  Water 166 

2.  Photographic  Records  166 

3.  Furnace  and  Column  Temperatures 166 

4.  Longitudinal  Deformation 166 

5.  Subsequent  Loading  Tests    166 

6.  Log'bf  Fire  and  Water  Tests 167 

(a)     Concrete  Protections    167 

Cb)     Hollow  Clay  Tile  Protections 169 

(c)  Gypsum  Block  Protections 171 

(d)  Plaster  on  Metal  Lath  Protection 172 

(e)  Reinforced  Concrete  Columns 172 

(f)  Unprotected  Cast  Iron  Columns. ..  174 


CONTENTS  9 

Page 

XII.    GENERAL  SUMMARY  AND  DISCUSSION 176 

1.     Characteristics  of  Columns  and  Their  Materials 176 

(a)  Structural  Steel  Columns 176 

( 1 )  Material  and  Fabrication 176 

(2)  Effect  of  Slenderness  Ratio 176 

(3)  Lateral  Deflection  177 

'  (4)     Vertical  Deformation    177 

(5)  Load  Carried  by  Covering 177 

(6)  Average  Effective  Temperatures 177 

(7)  General  Cause  of  Failure 178 

(b)  Cast  Iron  Columns. 178 

(1)  Material  and  Manufacture 178 

(2)  Deformation  and   Temperature 179 

(3)  Cause  and  Character  of  Failure 179 

(c)  Pipe  Columns 179 

( 1 )  Material  and  Manufacture  179 

(2)  Deformation  and  Temperature  180 

(d)  Reinforced  Concrete  Columns  180 

(1)  Mechanical  Properties  of  the  Concrete 180 

(2)  Deformation  and  Temperature 181 

(3)  Character  of  Failure   181 

(e)  Timber  Columns  181 

(1)  Quality  of  Material   181 

(2)  Deformation  and  Temperature 181 

(3)  Cause  of  Failure 182 

2.  Useful  Limits  ' 182 

(a)  Structural  Steel  and  Cast  Iron  Columns 182 

(b)  Pipe  Columns   183 

(c)  Reinforced  Concrete  Columns  183 

(d)  Timber    Columns    183 

(e)  Practical  Application  184 

3.  Discussion  of  Test  Data 185 

(a)  Difference    in    Columns,    Test    Exposure    and    Service 

Conditions 185 

(1)  Variations  Due  to  Difference  in  Columns 185 

(2)  Variations  Due  to  Difference  in  Load  and  Fire 

Conditions • 187 

(b)  Unprotected  Columns  188 

(1)  Structural  Steel   188 

(2)  Cast  Iron  189 

(3)  Pipe   Columns    190 

(c)  Partly  Protected  Columns -. 190 

(1)  Effect  of  Section  and  Size 190 

(2)  Effect  of  Concrete  Aggregate  and  Ties 191 

(d)  Plaster  on  Metal  Lath  Protections 191 

(1)  Material  and  Design 191 

(2)  Test  Results 191 

(3)  Cracking  Due  to.  Expansion  of  Covering '. 192 

*     *  (4)     Effect  of  Variation  in  Details  of  Application 192 

(5)     Effect  of  Water  Application 192 


10  FIRE  TESTS  OF  BUILDING  COLUMNS 

Page 
XII.     GENERAL  SUMMARY  AND  DISCUSSION.— Continued. 

(e)  Concrete  Protections 193 

(1)  Mechanical  Properties  of  the  Concrete. 193 

(2)  Function  of  Concrete  as  a  Covering  Material 193 

(3)  Variations  Due  to  Concrete  Aggregate 194 

(4)  Comparison  of  2-in.  and  4-in.  Protections 195 

(5)  Effect  of  Size ' 196 

(6)  Effect  of  Strength  of   Concrete 196 

(7)  Influence  of  Shape  of  Section  and  Covering 197 

(8)  Function  of  the  Wire  Tie 197 

(9)  Effect  of  Water  Application 198 

(f)  Hollow  Clay  Tile  Protections 198 

(1)  Mechanical  Properties  of  the  Tile 198 

(2)  Test  Results 198 

(3)  Variations  Due  to  Type  of  Clay  and  Details  of 

Manufacture  . 

(4)  Comparison  of  2-in.  and  4-in.  Protections 199 

(5)  Effect  of  Size 200 

(6)  Effect  of  Ties  and  Filling 200 

(7)  Effectiveness  of  Plastering 202 

(8)  Effect  of  Water  Application 202 

(g)  Brick  Protections  202 

(1)  Properties  of  the  Brick 202 

(2)  Test  Results   203 

(h)     Gypsum  Block  Protections  203 

(1)  Strength  and  Porosity  of  the  Gypsum  Block 203 

(2)  Comparison  of  2-in.  and  4-in.  Protections 203 

(3)  Characteristic  Fire   Effects    205 

(4)  Heat  Insulating  Properties   205 

(5)  Effect  of  Water  Application 205 

(i)      Reinforced  Concrete  Columns  : 206 

(1)  Influence  of  Concrete  Aggregate 206 

(2)  Effect  of  Form  of  Column  and  Reinforcement 206 

(3)  Recovery  of  Strength  after  Fire  Test 207 

(4)  Effect  of  Water  Application 207 

( j )      Timber  Columns  208 

( 1 )  Unprotected  Timber  Columns  208 

(2)  Protected  Timber  Columns   208 

(3)  Strength  After  Fire  Test 209 

XIII.    FIRE  RESISTANCE  PERIODS  DERIVED  FROM  THE  TEST  RESULTS 210 

1.  Basis  of  Derivation 210 

(a)  Method  of  Computation  210 

(b)  Intervals    210 

(c)  Table  of  Fire  Resistance  Periods 210 

(d)  Derivation  of  Method  213 

(e)  Resistance  to  Water  Application 214 

(f)  Size  ^imitations  214 

(g)  Application  to  Building  Conditions  215 

2.  Derivation  of  Fire  Resistance  Periods 217 

(a)  Unprotected  Structural  Steel  Columns 217 

(b)  Partly  Protected  Structural  Steel  Columns 218 

(1)  Solid  Section  Columns 218 

(2)  Open  Latticed  Section  218 

(c)  Structural  Steel  Columns  with  Plaster  on  Metal  Lath 

Protections   ' 218 

Single  Layer  Protection 219 

Double  Layer  Protection   219 


(1) 
(2) 


CONTENTS  11 

(d)  Concrete  Protections  on  Structural  Steel  Columns 219 

(1)  Siliceous  Gravel  Concrete  Protection 219 

(2)  Granite,  Sandstone  or  Hard  Coal  Cinder  Concrete 

Protection  220 

(3)  Trap  Rock  Concrete  Protection 221 

(4)  Limestone  or  Calcareous  Gravel  Concrete  Protection  221 

(e)  Hollow  Clay  Tile  Protections  on  Structural  Steel  Columns  223 

(1)  Unfilled  Protection 224 

(2)  Shale  or  Surface  Clay  Tile  Protection  with  Con- 

crete Filling  Reentrant  Spaces 224 

(3)  Semi-fire   Clay  or   Surface   Clay  Tile   Protection 

with  Full  Concrete  Filling 224 

(4)  Double  2-in.  Tile  Protection 224 

(f )  Brick  Protections 225 

(g)  Gypsum  Block  Protections  , 225 

(h)     Cast  Iron  Columns 225 

( 1 )  Unprotected   Columns   225 

(2)  Plaster  on  Metal  Lath  Protection 226 

(3)  Concrete  Protection  226 

(4)  Hollow  Clay  Tile  Protection 226 

(i)      Unprotected  Pipe  Columns    226 

( j )      Reinforced  Concrete  Columns 227 

(k)     Timiber  Columns 228 

(1)  Unprotected  Timber  Columns    228 

(2)  Protected  Timber  Columns   228 

3.     Conditions  Governing  Fire  Duration  in  Buildings 228 

APPENDIX    A s .  .230-262 

Views  of  Columns  Before  and  After  Test 
Fig.  Nos.  58  to  89 

APPENDIX   B. '. 263-320 

Time-Temperature   Curves 
Fig.  Nos.  90  to  145 

APPENDIX    C 321-347 

Deformation  and  Average  Temperature  Curves 
Fig.  Nos.  146  to  171 

APPENDIX  D 349-379 

Ta'bles  of  Auxiliary  Tests  of  Materials 
Table   Nos.   5   to  40 

APPENDIX    E 380-388 

Previous  Investigations 

APPENDIX    F 389 

Centigrade  and  Fahrenheit  Conversion  Table 


12  FIRE  TESTS  OF  BUILDING  COLUMNS 

TABLES 

Page 

1.  Nominal  and  Measured  Areas  of  'Structural  Steel  Sections 25 

2.  Properties  of  Timber  in  Test  Columns 34 

3a.     Unprotected  Structural  Steel  Columns.     Fire  Tests 37 

jb.     Unprotected  Cast  Iron  and  Pipe  Columns.     Fire  Tests . .  38 

3c.     Columns  Partly  Protected  by  Concrete.     Fire  Tests 39 

3d.     Columns  Protected  by  Plaster  on  Metal  Lath.     Fire  Tests 40 

3e.     Columns  Protected  by  Concrete.     Fire  Tests 43-45 

3f.     Columns  Protected  by  Hollow  Clay  Tile.     Fire  Tests 47-49 

3g.     Columns  Protected  by  Gypsum  Block.     Fire  Tests 51 

3h.     Columns  Protected  by  Brick.      Fire   Tests 52 

3i.      Reinforced   Concrete   Columns.     Fire   Tests 53 

3j.      Timber  Columns.     Fire  Tests 54 

4a.     Columns  Protected  by  Concrete.    Fire  and  Water  Tests 56 

4b.     Columns  Protected  by  Hollow  Clay  Tile.    Fire  and  Water  Tests...  57 

4c.     Columns  Protected  by  Gypsum  Block.     Fire  and  Water  Tests 57 

4d.     Column  Protected  by  Plaster  on  Metal  Lath.    Fire  and  Water  Tests  58 

4e.     Reinforced  Concrete  Columns.     Fire  and  Water  Tests 58 

4f.     Unprotected  Cast  Iron  Columns.     Fire  and  Wrater  Tests 59 

5  to  40.    Auxiliary  Tests  of  Materials.    Appendix  D 350-379 

41.      Computed  and  Applied  Working  Loads 110 

42a.     Results  of  Fire  Tests.    Unprotected  Columns 123 

42b.    Results  of  'Fire  Tests.    Columns  Partly  Protected  by  Concrete 124 

42c.     Results  of  Fire  Tests.     Columns  Protected  by  Plaster  on  Metal  Lath  124 

42d.    Results  of  Fire  Tests.    Columns  Protected  by   Concrete 125 

42e.     Results  of  Fire  Tests.    Columns  Protected  'by  Hollow  Clay  Tile...  126 

42f.     Results  of  Fire  Tests.    Columns  Protected  by  Gypsum  Block.....  127 

42g.    Results  of  Fire  Tests..     Columns  Protected  by  Brick 127 

42h.     Results  of  Fire  Tests.     Reinforced  Concrete  Columns   128 

42i.      Results  of  Fire  Tests.    Timber    Columns    128 

43.  Time  to  Failure,  Period  of  Expansion  and  Maximum  Column  Tem- 

peratures     136-137 

44.  Results  of  Fire  and  Water  Tests.    Opposite  page 166 

45.  Compressive  Strength  of  Timber,  after  Fire  Test 209 

46.  Fire  Resistance  Periods  Derived  from  the  Test  Results 211-213 

FIGURES 

1.  Details  of  Structural  Steel  Columns.     Rolled  H  and  Plate  and  Angle 

Sections 20 

2.  Details  of  Structural  Steel  Columns.    Plate  and  Channel  and  Latticed 

Channel  Sections 21 

3.  Details  of  Structural  Steel  Columns.     Z-bar  and  Plate  and  I-beam 

and  Channel  Sections 22 

4.  Details  of   Structural   Steel   Columns.     Latticed  Angle  and   Starred 

Angle  Sections    23 

5.  Calipers  for  Measuring  Steel  Shapes 24 

6.  Details  of  Cast  Iron  Columns 27 

7.  Details  of  Pipe  Columns 28 

8.  Details  of  Vertically  Reinforced  Concrete  Columns 30 

9.  Details  of  Hooped  Concrete  Columns  and  Column  Head  Protection..  31 
10.    Details  of  Timber  Columns....  33 


CONTENTS  13 

FIGURES. — Continued. 

Page 

11.  Forms  and  Staging  for  Placing  Concrete 60 

12.  Concrete  Mixer  62 

13.  Placing  of  Clay  Tile  and  Gypsum  Block  Protections 64 

14.  Concrete  Cylinder  after  Test  73 

15.  Average  and  Range   of   Compressive   Strength   of   1:2:4  and   1:2:5 

Concrete 75 

16.  Average  and  Range  of  Compressive  Strength  of  1:3:5  Concrete 76 

17.  Effect   of    Consistency   on    Compressive    Strength   of    Concrete,   Av. 

Age,  28  days 77 

18.  Effect  of   Consistency   on   Compressive   Strength   of    Concrete.     Av. 

Age,  490  days 77 

19.  Effect  of  Time  of  Mixing  on  Compressive  Strength  of  Concrete 78 

20.  Modulus  of  Elasticity  of  Concrete  at  450  to  850  Ib.  per  sq.  in 79 

21.  Modulus  of  Elasticity  of  1:2:4  Concrete  at  650  Ib.  per  sq.  in.  Vari- 

ation  with   Ultimate   Compressive    Strength 79 

22.  Effect  of  Consistency  on  Modulus  of  Elasticity  of  Concrete  at  650 

Ib.  per  sq.  in 80 

23.  Average  and  Range  of  Compressive  Strength  of  Mortar  and  Plaster  81 

24.  Plan  of  Testing  Room 84 

25.  Elevation  of  Testing  Machine 86 

26.  General  View  of  Testing  Machine 89 

27.  Control  Board   90 

28.  Fire  Stream  Apparatus 90 

29.  Temperature   Measuring  Instruments    

30.  Wiring  Diagram  of  Indicating  Potentiometer 93 

31.  Location  of  Furnace  and  Column  Thermocouples 94 

32.  Detail  of  Furnace  Thermocouple  Mounting 96 

33.  Diagram  Showing  Method  Used  for  Measuring  Deformation.. 105 

34.  Testing  Furnace  with  Furnace  Couples,  Column  and  Deformeter  in 

Place    104 

35.  Detail  of  Insulating  Tube  and  Insert 106 

36.  Apparatus  for  Measuring  Deformation  108 

37.  Furnace  Temperatures,  Preliminary  Panel  Tests 113 

38.  Preliminary  Tile  Panels  after  Test 112 

39.  Comparison  of  Furnace  Temperatures  used  in  Fire  Tests 114 

40.  Lag  Correction  for  Furnace  Pyrometers 116 

41.  Effect  of  Radiation  on  Indication  of  Furnace  Pyrometers '.)  118 

42.  Time  to  Failure  of  Columns  in  Fire  Tests  Series 129 

43.  Temperature  Variation  Over  Cross  Section  of  Typical  Column's..  130 

44.  Assumed  Temperature  Variation  Between  Thermocouple  Points.  132 

45.  Expansion  Period  of  Steel,  Cast  Iron  and  Concrete  Columns  in  Fire 

Test  Series  134 

46.  Total  Expansion,  Test  Nos.  10A,  76,  77,  110,  114  and  115 138 

47.  Depression  of  Top  of  Timber  Columns 140 

48.  Results  of  Fire  Tests  Compared  by  Groups 186 

49.  Effect   of   Load   on    Fire   Resistance,    Unprotected    Structural    Steel 

Columns 189 

50.  Effect  of  Size^  Partly  Protected  Columns 190 

51.  Comparison  of  2-in.  and  4-in.  Concrete  Protections 195 

52.  Effect  of  Size,  Concrete  Protections 196 

53.  Comparison  of  2-in.  and  4-in.  Hollow  Clay  Tile  Protections 199 

54.  Effect  of  Size,  Clay  Tile  and  Brick  Protections 200 

55.  Effect  of  Ties  and  Filling,  Hollow  Clay  Tile  Protections 201 

56.  Comparison  of  2-in.  and  4-in.  Gypsum  Block  Protections 205 

57.  Blocks  from  Gypsum  Coverings  after  Test 204 

58  to    89.     Views  of  Columns  Before  and  After  Test.    Appendix  A... 231-262 

90  to  145.     Time-Temperature    Curves.      Appendix   B 265-320 

146  to  171.     Deformation    and    Average    Temperature    Curves. 

Appendix  C 322-347 


I.     INTRODUCTION 
1.    PURPOSE 

The  purpose  of  this  investigation  is  to  ascertain  (1)  the  ulti- 
mate resistance  against  fire  of  protected  and  unprotected  columns 
as  used  in  the  interior  of  buildings ;  (2)  their  resistance  against 
impact  and  sudden  cooling  from  hose  streams  when  in  a  highly 
heated  condition. 

While  columns  form  the  •  most  important  element  in  the 
strength  of  a  building,  few  representative  tests  have  been  made  to 
determine  their  ability  to  support  load  when  exposed  to  fire,  and 
fire  experience  has  only  a  limited  value,  due  to  the  many  unknown 
variables  involved.  As  a  consequence,  wide  differences  in  require- 
ments relating  to  the  protection  of  columns  against  fire  exist  be- 
tween different  municipal  codes  and  other  published  regulations. 
This  investigation  was  undertaken  to  obtain  information  on  which 
proper  requirements  for  the  more  general  types  of  columns  and  pro- 
tective coverings  can  be  based. 

2.     SCOPE  OF  TESTS 

The  present  series  consists  of  106  tests  of  columns,  of  which 
91  were  fire  tests  and  15  fire  and  water  tests. 

The  fire  test  series  includes  (1)  tests  of  representative  types 
of  unprotected  structural  steel,  cast  iron,  concrete-filled  pipe,  and 
timber  columns ;  (2)  tests  wherein  the  metal  was  partly  protected 
by  filling  the  reentrant  portions  or  interior  of  columns  with  con- 
crete; (3)  tests  wherein  the  load  carrying  elements  of  the  columns 
were  protected  by  a  2-in.  or  4-in.  thickness  of  concrete,  hollow  clay 
tile,  clay  brick,  gypsum  block,  and  also,  single  or  double  layer  of 
metal  lath  and  plaster;  (4)  reinforced  concrete  columns  with  2-in. 
integral  concrete  protection. 

The  covering  materials  for  each  class  of  protection  were  ob- 
tained from  the  main  producing  regions  of  the  c'ountry,  the  object 
being  to  include  samples  from  the  principal  mineralogical  subdi- 
visions that  find  general  application  in  building  construction.  A 
large  number  of  auxiliary  tests  of  constituent  materials  were  made, 
including  several  hundred  compression  tests  on  the  concrete  em- 
ployed. 

The  test  columns  were  designed  for  a  working  load  of  approxi- 
mately 100,000  lb.,  as  calculated  according  to  accepted  formulas, 

15 


16        ,  INTRODUCTION 

the  amount  varying  somewhat  for  the  different  sections.  The  load 
was  maintained  constant  on  the  column  during  the  test,  the  effi- 
ciency of  the  column  or  its  covering  being  determined  by  the 
length  of  time  it  withstood  the  combined  load  and  fire  exposure. 

The  latter  was  produced  by  placing  the  column  in  the  chamber 
of  a  gas-fired  furnace  whose  temperature  rise  was  regulated  to 
conform  with  a  predetermined  time-temperature  relation.  Meas- 
urements were  taken  of  the  temperature  of  the  furnace  and  test 
column  and  of  the  deformation  of  the  latter  due  to  the  load  and 
heat. 

In  the  fire  and  water  tests  the  column  was  loaded  and  exposed 
to  fire  for  a  predetermined  period,  at  the  end  of  which  the  furnace 
doors  were  opened  and  a  hose  stream  applied  to  the  heated  column, 
the  duration  of  the  application  and  pressure  at  the  nozzle  varying 
with  the  length  of  time  the  corresponding  type  of  column  with- 
stood the  regular  fire  tests. 

3.     ACKNOWLEDGMENTS 

The  tests  were  jointly  conducted  by  the  Associated  Factory 
Mutual  Fire  Insurance  Companies,  the  National  Board  of  Fire  Un- 
derwriters, and  the  Bureau  of  Standards.  The  fire  tests  were  made 
at  Underwriters'  Laboratories,  Chicago,  111.  The  furnace  and  relat- 
ed equipment  were  designed  and  constructed  by  Underwriters'  Lab- 
oratories during  the  period  1912  to  1917,  the  work  being  coordinated 
with  a  general  building  program  that  was  carried  out  by  them  at 
that  time.  Its  use,  except  for  repairs  and  replacements,  was  donated 
for  the  tests.  Preliminary  work  relative  to  the  testing  schedule  was 
begun  as  early  as  1910  by  the  Associated  Factory  Mutual  Fire  In- 
surance Companies  and  Underwriters'  Laboratories,  the  cooperation 
of  the  Bureau  of  Standards  being  obtained  in  1914.  A  final  schedule 
of  tests  was  adopted  in  March,  1916.  The  preparatory  work  of  cov- 
ering and  placing  the  test  columns  extended  from  May,  1916,  to 
May,  1917.  With  the  completion  of  the  equipment,  testing  of  col- 
umns began  in  June,  1917,  and  was  completed  in  December,  1918. 
This  report  in  its  final  form  was  approved  by  the  cooperating  parties  in 
December,  1920. 

Publication  of  the  test  results  is  made  by  the  Bureau  of  Standards 
'in  Paper  No.  184  of  its  Technologic  series. 

The  apparatus  for  measuring  temperature  and  deformation  was 
supplied  by  the  Bureau  of  Standards.  Auxiliary  physical  and  chemical 
tests  of  the  materials  of  the  test  columns  and  their  protective  coverings 
were  made  at  the  Washington  and  Pittsburgh  Laboratories  of  the 
Bureau. 


ACKNOWLEDGEMENTS  17 

The  expense  for  material  and  labor  was  shared  on  an 
equal  basis  by  the  three  cooperating  units.  The  materials  were 
in  part  purchased  under  the  usual  specifications,  and  in  part  sup- 
plied gratis  by  the  following  companies,  whose  cordial  cooperation 
is  herewith  acknowledged: 

American  Bridge  Co.,  Chicago,  111.,  steel  test  columns. 

Bethlehem  Steel  Co.,  South  Bethlehem,  Pa.,  steel  test  columns. 

Chicago  Bridge  &  Iron  Works,  Chicago,  111.,  steel  test  columns. 

R.  D.  Cole  Manufacturing  Co.,  Newnan,  Ga.,  steel  test  columns. 

Pittsburgh-Des  Moines  Steel  Co.,  Pittsburgh,  Pa.,  steel  test 
columns. 

U.  S.  Cast  Iron  Pipe  &  Foundry  Co.,  Burlington,  N.  J.,  cast 
iron  test  columns. 

Lally  Column  Co.,  Cambridge,  Mass.,  steel  pipe  test  columns. 

National   Lumber  Mfrs.   Assn.,   Chicago,  111.,  timber  test  columns. 

Southern  Pine  Assn.,  New  Orleans,  La.,  tiniber  test  columns. 

West  Coast  Lumbermen's  Assn.,  Seattle,  Wash.,  timber  test  col- 
umns. 

Corrugated  Bar  Co.,  Buffalo,  N.  Y.,  reinforcing  steel. 

Associated  Metal  Lath  Mfrs.,  'Chicago,  111.,  expanded  metal  lath. 

Zander-Reum  Co.,  Chicago,  111.,  woven  wire  lath. 

Chicago  Portland  Cement  Co.,  Chicago,  111.,  Portland  cement. 

Marblehead  Lime  Co.,  Chicago,  111.,  lime. 

Pelee   Island  Sand   &  Gravel   Co.,   Cleveland,   Ohio,   sand. 

Phoenix  Sand  &  Gravel  Co.,  New  York,  N.  Y.,  sand. 

American  Sand  &  Gravel  Co.,  Chicago,  111.,  sand  and  gravel. 

Chicago   Gravel  Co.,   Chicago,   111.,  sand  and  gravel. 

Union  Sand  &  Material  Co.,  St.  Louis,  Mo.,  ,sand  and  gravel. 

Haverstraw  Crushed  Stone  Co.,  New  York,  N.  Y.,  crushed 
stone. 

Ohio  Quarries  Co.,  Cleveland,  Ohio,  crushed  stone. 

Rockport    Granite    Co.,    Rockport,    Mass.,    crushed   stone. 

White  Fireproof  Construction  Co.,  New  York,  N.  Y.,  hard  coal 
cinders. 

Camp  Conduit  Co.,  Cleveland,  Ohio,  hollow  clay  tile. 

National  Fireproofing  Co.,  Pittsburgh,  Pa.,  hollow  clay  tile. 

Whitacre  Fireproofing  Co.,  Waynesburg,  Ohio,  hollow  clay  tile. 

Gypsum  Fireproofing   Co.,   Chicago,  111.,   gypsum  block. 

Keystone   Fireproofing  Co.,   New  York,   N.   Y.,  gypsum  block. 

Bestwall  Manufacturing  Co.,  Chicago,  111.,  gypsum  wall  board. 

The  participation  of  the  Associated  Factory  Mutual  Fire  In- 
surance Companies  was  under  the  direction  of  H.  O.  Lacount,  As- 
sistant Secretary  and  Engineer,  and  they  were  represented  on  the 
preliminary  conference  and  preparatory  work  by  C.  W.  Mowry, 
and  at  different  times  in  conducting  the  tests  and  preparing  the 
results  for  publication,  by  R.  E.  Manning,  W.  G.  Lawrence  and 
R.  E.  Wilson. 

The  National  Board  of  Fire  Underwriters  participated  through 
Underwriters'  Laboratories,  the  work  being  under  the  direction  of 
W.  C.  Robinson,  Vice  President,  assisted  by  F.  W.  Frederick,  W.  G. 
Howell  and  F.  Taylor  in  designing  and  constructing  the  testing 
furnace  and  related  equipment,  and  at  different  times  by  G.  W. 
Riddle  and  R.  K.  Porter  in  conducting  the  tests. 


J8  INTRODUCTION 

The  cooperation  of  the  Bureau  of  Standards  was  under  the 
administrative  direction  of  C.  W.  Waidner,  Chief  of  the  Division  of 
Heat  and  Thermometry,  their  representatives  being  S.  H.  Ingberg 
and  H.  K.  Griffin,  who  were  actively  associated  with  the  work  for 
the  periods  1914  to  1920  and  1917  to  1920,  respectively,  the  former 
being  in  direct  charge  of  the  experimental  program. 

Technical  assistance  for  extended  periods  was  given  by  A.  J. 
Steiner  and  R.  F.  Zeunnert. 

Mineralogical  analyses  of  concrete  aggregates  were  made  by 
R.  S.  Knappen  of  the  Department  of  Geology  of  the  University 
of  Chicago. 

Acknowledgment  is  also  due  to  a  number  of  engineers,  con- 
tractors, architects  and  public  officers  who  kindly  examined  a  pre- 
liminary draft  of  the  schedule  of  tests  which  was  submitted  to 
them.  Their  criticisms  and  suggestions  were  duly  considered  in 
formulating  the  final  program. 


II.     DESCRIPTION  OF  COLUMNS 

1.     STRUCTURAL  STEEL  COLUMNS 

(a)  Details  of  Design 

In  Figs.  1  to  4  are  shown  details  of  all  structural  sections  em- 
ployed in  the  tests.  The  lower  12  ft.  8  in.  constitute  the  test  col- 
umn proper,  the  upper  enlarged  extension  3  ft.  in  length  serving 
merely  as  a  means  for  transmitting  the  load  to  the  column.  This 
head  is  protected  by  concrete  as  shown  in  Fig.  9  (p.  31),  and  being 
above  the  ceiling  line  is  not  directly  exposed  to  the  heat  of  the  test- 
ing chamber. 

The  bottom  base  angles  are  designed  to  develop  about  one- 
half  of  the  transverse  strength  of  the  column  considered  as  a  beam 
at  ordinary  temperature,  and  during  the  test  are  embedded  in  the 
fireproofing  of  the  base  plates  of  the  testing  machine.  The  top 
anchorage  is  designed  to  develop  the  full  transverse  strength  of 
the  column. 

The  test  columns  are  provided  with  brackets  near  the  top  to 
introduce  conditions  affecting  the  application  of  the  protective  cov- 
erings similar  to  those  obtaining  in  building  construction. 

On  account  of  the  prevailing  use  of  the  solid  rolled  and  built- 
up  H  sections,  more  than  one-half  of  the  total  number  of  steel 
columns  used  in  the  tests  were  of  these  types. 

(b)  Bearings 

The  column  bases  were  specified  to  be  finished  by  milling. 
While  this  had  been  done  in  almost  all  cases,  it  was  necessary  to 
improve  most  of  the  bearings  by  grinding,  in  order  not  to  induce 
too  uneven  stress  distribution  in  the  columns  when  loaded. 

(c)  Riveting 

This  was  examined  by  striking  the  rivet  heads  with  a  ham- 
mer. Very  few  loose  rivets  were  found  and  these  were  redriven 
before  testing. 

(d)  Initial  Straightness 

Before  being  covered  or  tested,  the  columns  were  examined 
for  Straightness  by  measuring  from  points  on  the  column  as  placed 
in  vertical  position  to  a  fine  wire  stretched  from  base  angles  to 
bracket.  The  columns  were  generally  straight  within  %  in.  and  in 
all  cases  within  -^  in. 

19 


20 


DESCRIPTION  OF  COLUMNS 


PLATE  & 

ANCLE 


Fig.  1. — Details  of  structural  steel  columns.    Rolled  H  and  Plate  and  Angle 

sections. 


STRUCTURAL   STEEL   COLUMNS 


21 


Fig.  2. — Details  of  structural  steel  columns.    Plate  and  Channel  and  Latticed 

Channel  sections. 


22 


DESCRIPTION  OF  COLUMNS 


I-BEAM  &, 
CHANNEL 


Fig.  3. — Details  of  structural  steel  columns.     Z-bar  and  Plate  and  I-beam  and 

Channel  Sections. 


STRUCTURAL    STEEL    COLUMNS 


23 


LATTICED 
ANGLE 


&TAHRED 
ANGLE 


Fig.  4. — Details  of  structural  steel  columns.     Latticed  Angle   and   Starrea 

Angle  sections. 


24 


DESCRIPTION  OF  COLUMNS 


(e)  Properties  of  Sections 

The  area  of  one  or  more  sections  of  each  type  was  obtained 
by  calipering.  The  special  gauges  used  are  shown  in  Fig.  5.  The 
large  gauge  having  a  range  from  0  to  12  in.  was  used  for  outside 
measurements,  the  distance  between  the  point  of  the  pin  and  the 
point  of  the  dial  stem  at  zero  reading  being  obtained  by  means  of 
calibrated  end  measuring  rods.  The  inside  caliper  has  a  range 
from  31/.  to  6l/2  in.,  the  length  between  its  points  at  zero  reading 
being  determined  by  measurement  in  the  outside  gage.  Shape 
and  area  of  fillets  and  corners  were  obtained  from  plaster  impres- 
sions. 


Fig.  5. — Calipers  for  measuring  steel  shapes. 


STRUCTURAL   STEEL   COLUMNS 


25 


A  comparison  of  nominal  or  hand  book  areas  and  measured 
areas  is  given  in  Table  1,  the  two  being  generally  in  agreement 
within  one  percent  and  in  all  cases  within  4  percent.  In  calculat- 
ing the  loads  to  be  carried  during  the  fire  test,  the  nominal  area 
was  used  for  all  columns,  the  main  dimensions  of  the  section  mem- 
bers being  measured  to  ascertain  their  nominal  size.  The  latter 
was  found  to  be  as  called  for  on  the  details  except  in  the  .case  of 
two  plate  and  angle  'and  two  plate  and  channel  columns  where  the 
plates  were  ^  in.  heavier  than  required. 

Values  of  other  essential   properties  of  the  sections  are  given 
in  Table  3a  (p.  37). 


TABLE  1.— NOMINAL   AND    MEASURED    AREAS  OF  STRUCTURAL 

STEEL  SECTIONS 


Test 
No. 

SECTION 

SECTION  MEMBERS 

Nominal  Area, 
Sq.  In. 

Measured  Area, 
Sq.In. 

15 
30 
50 

Rolled  H  
Rolled  H...-  
Plate  and  Angle... 

Solid  Rolled  H  34.5  Ib  
Solid  Rolled  H  34  5  Ib 

3.00 
10.00 

10.17 

10.17 

* 

13.00 

2.09 
9.97 

10.00 
10.05 

12.90 

1  Plate  J^  by  6  in 

4  Angles  3  by  V/z  by  ^  in  

51 
110 
30 
107 
54 

Plate  and  Angle... 
Plate  and  Angle.  .  . 
Plate  and  Channel 
Plate  and  Channel. 
Latticed  Channel.. 

1  Plate^  by  Gin.  .  . 
4  Angles  3  by  2^  by  ^  in  

1  Plated  by  Gin... 
4  Angles  3  by  %  by  Y2  in  .' 

2  Plates  &  by  Sin... 

3.00 
10.00 

13.00 
13.00 
9.26 

8.76 
7.78 

2.92 
9.94 

2.99 
10.21 

4.51 

4.73 

4.19 
4.57 

12.80 
13.20 
9.24 

8.70 
7.80 

3.00 
10.00 

4.50 

4.76 

4.00 

4.76 

2  Channels  6  in.—  8  Ib  
2  Plates  M  by  Sin... 

2  Channels  6  in  —8  Ib 

2  Channels  9  in.—  13^  Ib  

41 
56 

Z-bar  and  Plate... 
Z-bar  and  Plate.  .  . 

1  Plate  M  by  5%  in  
4  Z-bars  3  by  J^  in 

1.44 

7.88 

1.44 

7.88 

9.32 
9.32 

1.40 
7.85 

1.48 
7.59 

9.31 
9.07 

1  Plate^  by  5%  in... 

4  Z-bars  3  by  M  in  ,  

44 

58 

I-beam  and 
Channel  

I-beam  and 
Channel  

1  I-beam  7  in.—  15  Ib  
2  Channels  7  in.—  9%  Ib  

1  I-beam  7  in.—  15  Ib  

4.42 
5.70 

4.42 
5.70 

10.12 
10.12 

4.54 
5.71 

4.59 
5.76 

10.25 
10.35 

2  Channels  7  in.-9M  Ib  

46 

Latticed  Angle.... 

4  Angles  3  by  3  by  5^  in  

8.44 

8.40 

26  DESCRIPTION  OF  COLUMNS 

2.     CAST  IRON  COLUMNS 
(a)   Details  of  Design  and  Manufacture 

Structural  details  are  given  in  Fig.  6.  The  columns  shown  in 
(a)  and  (b)  were  made  by  a  Chicago  foundry  experienced  in  the 
making  of  building  castings.  They  were  cast  horizontally  with 
continuous  core  supported  by  chaplets,  and  single  gate  and  riser, 
the  gate  being  at  one  end  and  the  riser  at  the  other. 

Five  of  these  columns  were  tested  with  ends  restrained  by 
bolting  to  base  plates  at  top  and  bottom  as  shown  in  (a),  and  two 
were  tested  with  ends  not  restrained  as  shown  in  (b).  In  the  latter 
case  the  bolts  at  the  bottom  were  omitted  and  at  the  top  the  column 
was  cut  at  the  junction  with  the  head,  a  bearing  plate  being  in- 
serted between  the  cut  surfaces.  A  U-bolt  and  strap  on  each  side 
served  to  hold  the  column  end  in  case  the  column  broke  at  failure. 

Three  columns  were  of  the  cast  iron  pipe  type  with  detached 
cap  as  shown  in  (c)  and  (d)  of  Fig.  6.  These  columns  were  cast 
in  vertical  position.  In  testing  substantially  the  same  bearing  de- 
tails were  used  as  for  the  horizontally  cast  columns  that  were  tested 
with  ends  not  restrained. 

(b)  Bearings 

The  ends  of  the  columns  were  milled,  the  bearings  being  in  all 
cases  fairly  even  and  true.  All  bearing  surfaces  of  caps  and  bear- 
ing plates  were  machined.  The  top  and  bottom  bearings  were 
protected  by  fireproofing  the  same  as  for  the  structural  steel  col- 
umns, the  length  exposed  to  the  fire  being  12  ft. 
(c)  Initial  Straightness 

The  amount  and  direction  of  initial  curvature  was  determined 
in  the  same  manner  as  for  the  structural-  steel  columns.  The  col- 
umns that  were  cast  horizontally  were  straight  within  y%  in.  and 
those  cast  on  end  were  straight  within  -fy  in. 

(d)  Variation  in  Metal  Thickness 

In  the  case  of  the  horizontally  cast  columns,  the  core  at  the 
midpoint  of  the  length  was  found  to  have  been  displaced  by 
amounts  varying  from  -^  to  54  m-  for  the  individual  columns.  The 
minimum  thickness  of  metal  was  %  in.  against  a  nominal  thick- 
ness of  24  m-  Thie  area  of  metal  exceeded  the  nominal  area  by 
amounts  up  to  about  1  sq.  in.  The  exact  effective  area  was  diffi- 
cult to  determine  on  account  of  the  roughness  of  the  interior  sur- 
face. 

For  the  vertically  cast  columns  the  thickness  varied  from  ^  in. 
to  24  in-  against  a  nominal  thickness  of  H  in.,  the  area  being  gen- 
erally about  y*  sq.  in.  in  excess  of  the  nominal. 


CAST  IRON   COLUMNS 


27 


a. 

Li 

C-t 

\STON  SIDE 

(b) 

CA 

57 

;o 

\ot 

VZ7A/I 

.(d 

» 

^^4 

= 

& 

(O)  DETAIL  OF  CAP 


ENDS  NOT   RESTRAINED 

ROUND  CAST  IRON 


Fig.  6. — Details  of  cast  iron  columns. 


28 


DESCRIPTION  OF  COLUMNS 


\ 

• 

0 

fl 

0 

c 

j 

I 
1 

'  I 

. 

// 

k^ 

1 

1 

[_ 

1 

n 

PL  A/A/  REINFORCED 

PIPE  COLUMNS 

Fig.  7.— Details  of  pipe  columns. 


PIPE  COLUMNS  29 

3.     PIPE  COLUMNS 
(a)  Details  of  Design  and  Manufacture 

Two  concrete-filled  pipe  columns  were  tested,  one  made  with 
i  standard  7-in.  steel  pipe,  and  the  other  with  a  standard  8-in. 
>ipe  reinforced  in  the  fill  with  four  3*^  by  3J4  by  ^  in.  angles 
-iveted  back  to  back.  Details  of  columns  and  bearings  are  given 
n  Fig.  7.  The  details  at  the  top  are  similar  to  those  of  the  cast 
iron  columns  that  were  tested  with  unrestrained  ends  except  that 
i  short  strut  was  placed  between  the  top  of  the  cap  and  the  upper 
Dearing  plate  to  obtain  conditions  more  nearly  representative  of 
use  in  buildings. 

The  7-in.  pipe  column  was  filled  at  the  manufacturer's  plant 
especially  for  the  test  and  specimens  of  concrete  and  concrete  ag- 
gregates were  secured.  The  concrete  mixture  was  1  part  Port- 
land cement,  iy2  parts  Cambridge,  Mass.,  bank  sand,  and  3 
parts  crushed  blue  trap  rock  quarried  at  Westfield,  Mass.  The 
reinforced  pipe  column  was  obtained  from  a  stock  of  completed 
:olumns,  and  specimens  of  the  concrete  aggregates  could. not  be 
obtained,  but  they  were  said  to  be  the  same  as  (or  the  7-in.  column. 

(b)  Bearings 

The  bearings  were  square  and  unrestrained.  The  bearing  sur- 
faces of  the  caps  were  unfinished,  base  and  top  bearing  plates  were 
machined.  The  pipes  had  sawed  ends  that  were  fairly  even.  The 
concrete  on  the  bottom  bearing  of  the  7-in.  pipe  column  projected 
about  -fa  in.  below  the  pipe. 

4.     REINFORCED  CONCRETE  COLUMNS 

(a)   Details  of  Design 

The  types  tested  include  square  and  round  longitudinally  rein- 
forced columns,  and  round  columns  with  lateral  reinforcement  of 
spiral  hooping  and  longitudinal  bar  reinforcement.  Details  are. 
shown  in  Figs.  8  and  9.  The  spiral  reinforcement  constitutes  in 
volume  about  one  percent  of  the  contained  concrete.  The  size  and 
spacing  of  the  lateral  ties  in  the  longitudinally  reinforced  columns 
represent  current  practice  with  respect  to  this  detail. 

The  concrete  was  of  1 :2 :4  mixture.  In  the  columns  for  the 
fire  tests,  Fox  River  (111.)  sand  with  Chicago  limestone  and  Long 
Island  (N.  Y.)  sand  with  New  York  trap  rock  were  the  two  com- 
binations of  aggregates  used.  For  the  fire  and  water  tests  each 
column  was  cast  in  three  4-ft.  sections  with  concrete  of  different 
aggregates  in  each  section. 


DESCRIPTION  OF  COLUMNS 


SECTION     B'-B 


ROUND 


VERTICALLY  REINFORCED  CONCRETE  COLUMNS 

Fig.  8. — Details  of  vertically  reinforced  concrete  columns. 


REINFORCED  CONCRETE  COLUMNS 


31 


•Mt 


SECTION  C-C 


SECTION  A-/\ 


DETAIL,  OF  HEAD  PROTECTION 
FOR  STEEL,  &> 

COLUMNS 


SECTION  B  -B 


HOOPED  CONCRETE  COLUMN 

Fig.  9. — Details  of  heaped  concrete  column  and  column  head  protection. 


32  DESCRIPTION  OF  COLUMNS 

(b)  Bearings  and  End  Restraint 

The  lower  ends  of  the  vertical  bars  were  ground  true  and 
abutted  on  the  base  plate  on  which  the  column  was  cast,  the  upper 
ends  of  the  bars  terminating  y2  in.  below  the  top  bearing  plate. 
The  head  was  cast  monolithic  with  the  test  column  proper,  and  was 
suitably  reinforced  and  anchored  into  the  top  bearing  plate.  The 
latter  was  set  in  Portland  cement  mortar.  At  the  bottom  the  col- 
umn was  tied  to  the  base  plate  with  four  %-in.  bolts. 

5.     TIMBER  COLUMNS 

(a)  Species  of  Timber 

Tests  of  timber  columns  include  four  with  long  leaf  yellow 
pine  and  two  with  Douglas  fir,  these  two  species  being  chosen  on 
account  of  wide  use  in  heavy  timber  construction.  Details  of  col- 
umns and  bearings  are  given  in  Fig.  10. 

The  yellow  pine  columns  were  cut  from  timber  grown  in  Pike 
County,  Miss.  The  Douglas  fir  columns  came  from  the  northern 
Douglas  fir  region  of  the  Pacific  Coast. 

(b)  Cap  and  Bearing  Details 

In  the  construction  shown  at  (a)  in  Fig.  10,  the  load  is  trans- 
mitted to  the  column  through  a  cast  iron  pintle  and  cap.  Timbers 
and  flooring  cover  the  top  surface  of  the  cap  and  completely  enclose 
the  pintle  in  a  manner  similar  to  that  used  in  standard  applications 
of  mill  construction. 

In  the  construction  shown  at  (b)  the  load  is  transmitted 
through  a  timber  strut  and  steel  plate  cap,  this  method  of  column 
and  beam  support  typifying  another  form  of  standard  practice  with 
regard  to  these  details. 

The  timber  and  bearings  were  finished  so  as  to  be  fairly  even 
and  perpendicular  to  the  axis  of  the  column. 

(c)  Properties  of  the  Timber 

The  chief  characteristics  of  the  timber  are  given  in  Table  2 
(p.  34).  The  columns  were  select  structural  material  with  few  knots 
or  other  defects.  They  were  surfaced  on  the  sides,  and  the  corners 
were  slightly  beveled.  A  nominal  section  of  11^  by  11^  in.  was 
assumed  in  calculating  the  working  load. 

The  number  of  annual  rings  per  inch  and  the  percentage  of 
summerwood  were  determined  on  a  representative  line  over  the 
third,  fourth  and  fifth  inches  from  the  pith,  the  values  given  being 
the  average  for  the  two  end  faces.  The  rosin  content  was  obtained 
by  extracting  borings  from  representative  points  in  the  section  with 
benzol  and  drying  to  constant  weight  at  70°  C. 


TIMBER  COLUMNS 


33 


4_ 

X 

l-_^-4~-_T__- 

J> 

DETAlL  OF  C 

AP 

Ilk—  2'STEEL  PIN  - 

(a)  CAST  CAP  AND  PINTLE        (b)  STEEL  PLATE  CAP 
TIMBER   COLUMNS 

Fig.  10. — Details  of  timber  columns. 


34 


DESCRIPTION  OF  COLUMNS 


The  moisture  content  and  dry  weight  were  determined  from 
discs  1  in.  thick  cut  2  ft.  and  4  ft.  from  the  end  of  a  timber  of  the 
same  size  as  the  test  columns  and  which  had  been  subjected  to  the 
same  storage  conditions.  These  were  dried  to  constant  weight  at 
100°  C.,  the  percentage  moisture,  which  includes  besides  water 
other  substances  volatile  at  the  given  temperature,  being  based  on 
the  dry  weight. 

In  point  of  general  quality  of  material  the  test  columns  con- 
formed with  the  requirements  of  published  specifications  for  struc- 
tural timber.  The  size  of  the  finished  section  was  smaller  by  about 
Y%  in.  than  as  specified  by  some  regulations. 


TABLE  2.— PROPERTIES  OF  TIMBER  IN  TEST  COLUMNS 


Test 
No. 

Species 

Dimension 
of  Section. 
In. 

Number  of 
Rings 
per  In. 

Summer- 
wood, 
Percent 

*  Rosin 
Content, 
Percent 

'Moisture 
Content, 
Percent 

Weight  per 
Cu.  Ft..  Pounds 

**As 
Tested 

*Oven 
Dry 

78 

Longleaf 
pine  

H&byll^ 

14 

35 

N 

41.3 

\ 

79 

Longleaf 
pine  

11M  by  11M 

17 

50 

SO 

Longleaf 
pine  

lltfbyllft 

11 

35 

•    7.07 

•    17.1 

41.3 

•  34.7 

81 

Longleal 

Pine  

11%  by  11% 

14 

35 

) 

46.7 

, 

82 

Douglas 

fir  

11%  by  11% 

9 

33 

\ 

) 

36.1 

^1 

83 

Douglas 

>     1.34 

>     26.2 

>  30.1 

fir  

11%  by  11% 

10 

33 

J 

j 

39.0 

J 

'Determined  from  representative  samples. 
"Determined  by  weighing  the  test  columns. 


III.     SCHEDULE  OF  TESTS 

1.     GENERAL  CONSIDERATIONS 
(a)  Object  and  Limitations 

The  present  investigation,  in  point  of  method  of  testing  and 
types  of  protection  tested,  applies  particularly  to  the  interior  col- 
umns of  a  structure.  Due  to  greater  exposure  and  smaller  amount 
of  protection  these  form  in  general  a  more  critical  element  in  the 
column  strength  of  a  building  as  affected  by  fire,  than  do  the  wall 
columns. 

The  size  of  the  test  columns  in  the  present  series  is  representa- 
tive of  those  present  in  buildings  of  moderate  height  and  of  those 
under  upper  floors  in  higher  buildings.  The  sizes  involved  were 
deemed  to  be  best  adapted  for  the  initial  investigation  of  the  many 
variables  pertaining  to  the  fire  resistance  of  building  columns  as 
designed  and  protected  according  to  methods  of  modern  building 
practice.  Subsequent  investigation  of  columns  designed  for  the 
heavier  loads  should  be  materially  simplified  by  results  of  tests  with 
columns  of  the  proportions  chosen  for  the  present  series. 

The  number  of  variables  presented  by  the  variety  in  material 
and  form  of  columns,  material  and  amount  of  protection  as  well  as 
the  different  methods  of  application,  is  greater  than  can  be  fully 
covered  by  a  single  series  of  tests,  considering  the  limitations  in 
time  and  expense  incident  with  such  an  effort.  It  was  necessary, 
therefore,  to  limit  the  investigation  to  the  main  forms  of  construc- 
tion and  protection,  and  in  amount  of  protection,  to  the  minimum 
and  maximum  as  generally  used. 

(b)  Preliminary  Work  on  Schedule 

This  consisted  of  (1)  investigation  of  existing  methods  of 
column  design  and  column  protection  including  comparative  study 
of  the  requirements  of  municipal  buiraing  codes ;  (2)  inquiry  into 
field  methods  of  erection  and  placing  of  columns  and  coverings ; 
(3)  study  of  the  geographical  distribution  of  production  and  use  of 
materials  for  protective  coverings  of  each  type  as  an  aid  in  selecting 
representative  materials  for  the  tests;  (4)  preparation  of  a  pre- 
liminary schedule  of  tests  which  was  submitted  to  engineers,  con- 
tractors, architects  and  public  officers  for  criticisms  and  suggestions ; 
(5)  consideration  of  criticisms  offered  and  formulation  of  final  test- 
ing program. 

35 


36  SCHEDULE  OF  TESTS 

In  amount  of  protection  for  interior  columns,  building  ordin- 
ances require  in  general  from  2  to  4-in.  thicknesses  of  material  out- 
side of  load  carrying  elements,  the  requirements  for  the  same  grade 
of  construction  varying  between  these  limits,  as  prescribed  by 
different  city  codes.  As  it  was  considered  desirable  to  determine 
the  fire  resisting  value  of  constructions  in  general  use,  it  was  de- 
cided to  test  protections  of  2  and  4-in.  commercial  thicknesses, 
which,  in  connection  with  tests  of  unprotected  and  partly  protected 
columns,  as  also  of  plaster  on  metal  lath  protections,  were  deemed 
to  include  the  general  range  of  protection  occurring  in  current 
building  construction. 

The  schedule,  as  finally  adopted  at  the  conference  of  repre- 
sentatives of  the  cooperating  units  held  in  March,  1916,  embodied 
many  suggestions  received  in  criticism  of  the  preliminary  schedule 
and  was  considered  by  all  concerned  to  be  the  best  procedure  prac- 
ticable, considering  the  extent  of  the  field  and  the  number  of  tests 
to  be  made. 


2.     SCHEDULE  OF  FIRE  TESTS 
(a)  Unprotected  Columns 

Details  of  design  of  structural  steel,  cast  iron  and  pipe  columns 
are  shown  in  Figs.  1,  2,  3,  4,  6  and  7,  and  the  calculated  and  applied 
working  loads  pertaining  to  each  section  are  given  in  Table  41  (p. 
110). 

The  unprotected  structural  steel  columns,  which  comprise  one 
of  each  section  type,  are  scheduled  in  Table  3a  together  with  the 
chief  properties  of  their  sections.  These  hold  for  the  lower  12  ft. 
8  in.  of  their  length. 

The  list  of  unprotected  fast  iron  and  pipe  columns  is  given  in 
Table  3b.  Of  the  unprotected  cast  iron  columns,  one  was  tested  with 
ends  restrained  and  three  with  unrestrained  ends.  Of  the  latter,  one 
column,  No.  11,  was  filled  with  concrete  to  increase  its  fire  re- 
sistance. They  were  all  horizontally  cast  except  No.  10A. 

The  tests  with  pipe  columns  comprise  one  with  a  standard 
7-in.  pipe  having  plain  concrete  fill,  and  one  with  an  8-in.  pipe  rein- 
forced in  the  fill  with  structural  angles. 


SCHEDULE  OF   FIRE  TESTS 


37 


TABLE  3a.— SCHEDULE  OF  FIRE  TESTS 

Unprotected  Structural  Steel  Columns 

1=  Effective  Length,  12  ft.  8  in. 


Test 
No. 

SECTION 

SECTION  MEMBERS 

Nomi- 
nal 
Area, 
Sq.  In. 

^east 
Radius 
of 
Gyra- 
tion, 
r,  In. 

r 

1 

~"1 

Rolled  H                                       9 

Solid  Rolled  H,  8  in.—  34J4  lb.. 

10.17 

2.01 

75.6 

u-e-^J 

2 

Plate  and  Angle                            ^^fc 

1  Plate  J^  by  6  in  

4  Angles,  3  by  2^  by  H  in  

13.00 

1.36 

111.8 

3 

Plate  and  Channel                         <&£ 

2  Plates,  Ji  by  8  in  
2  Channels  6  in  —  8  lb  

8.76 

2.35 

64.7 

&         S"H 

~ 

Latticed  Channel                           & 

2  Channels,  9  in.—  13M  lb  
Single  lattice,  ^  by  2  in  

7.78 

3.43 

44.0 

&              f^ 

t-«r—  J 

pM*     64' 

1  Plate  l/i  by  5%  in  

5 

Z-bar  and  Plate 

4  Z-bars,  3  by  M  in  

9.32 

1.86 

81.7 

c-  /tf-=r 

6 

I-beam  and                 4  jf     7 
Channel 

C-njf^r 

1  I-beam,  7  in.—  15  lb  
2  Channels,  7  in.—  9%  lb  

10.12 

2.11 

72.1 

7 

Latticed  Angle                            1  9* 

4  Angles,  3  by  3  by  H  in  
Single  lattice,  M  by  2^  in  

8.44 

3.73 

40.7 

jJT~l 

4  Angles,  3  by  3  by  %  in  
1  Plate  %  by  6%  in       

13.27 

1.40 

108.5 

2  Plates,  ^  by  3H  in  

38 


SCHEDULE  OF  TESTS 


TABLE  3b.— SCHEDULE  OF  FIRE  TESTS 
Unprotected  Cast  Iron  and  Pipe  Columns 


Test 
No. 

SECTION 

DETAILS 

Nom- 
inal 
Area 
Sq. 
In. 

Effec- 
tive 
Length, 
1,  In. 

Leasl 
Radi- 
us of 
Gyra- 
tion, 
r.In. 

1 

r 

9 

Round  Cast  Iron,    |           j    Si' 

Ends  restrained 

14.73 

152 

2.23 

68.2 

Horizontally  cast  ^^^^ 

10 

Round  Cast  Iron,    •          1    5i" 

Ends  not  restrained 

14.73 

152 

2  23 

68.2 

Horizontally  cast  ^^^     L. 

10-A 

Round  Cast  Iron,    f          |g- 
Vertically  cast     ^^    ^\\ 

Ends  not  restrained 

14.45 

^ 

2.38 

63.2 

11 

Round  Cast  Iron,     X^V     I 
Horizontally  cast,  §&~A.  '  *.'•   5i" 
Concrete  filled       |^o"_J^     1  ,» 

Ends  not  restrained 
Concrete,  1:2:4 
Portland  cement 
Joliet  sand 

14.73 

152 

2.23 

68.2 

L-5£h4 

Joliet  gravel 

12 

Steel  Pipe,               /?  '  ?\   L 
Concrete  filled     L>'    o  4    j 

Ends  not  restrained 
Concrete,  1:1}^  :3 
Portland  cement 

Steel 
6.93 
Con- 

149 

2.34 

63.9 

t^<* 

Cambridge  sand 
Westfield  blue  trap 

crete 
38.7 

if 

.  13 

Reinforced             (fj^ft1^)  S* 
Steel  Pipe,          ^  ••    •/   1 
Concrete               v^B^     [  3- 

Ends  not  restrained 
4  angles  inside  pipe, 
3^  in.  3^  in.  Y*  in. 
Concrete  same  as  for  No.  12 

Steel 
18.36 
Con- 
crete 

152^ 

2.24 

68.2 

filled                   {,  QS  J  '  ' 

40.1 

4  3£x$  f  (a 

SCHEDULE  OF  FIRE  TESTS 


39 


TABLE  3c.— SCHEDULE  OF  FIRE  TESTS 
Columns  Partly  Protected  by  Concrete 


Test 
No. 

14 
15 
16 
17 

18 

19 

20 
21 

22 

SECTION 

PROTECTION 

Mixture 

Material 

1:2:4 
1:2:4 
1:2:4 

1:2:4 

1:3:5 

1:3:5 
1:3:5 

1:2:4 

Portland  cement 
Joliet  sand 
Joliet  gravel 

Portland  cement 
Plum  Island  sand 
Rockport  granite 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Long  Island  sand 
Hard  coal  cinders 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Rolled  H                                       *  'f   ^ 

f 

"%?    B     •     0     " 

Rolled  H                                     L     Q-     J 

Plate  and  Angle                        i^lV^-a-f    T 
Plate  and  Angle                            1,  /-a*  J 

1 

Latticed  Channel               i^  ^T^ft 

L±1||1-I^J 

NaSWire 

Z-bar  and  Plate                  •£$  vpWWy 

t 

f                                                    iii" 

8 

No  5  Wire 

I 

"K 

Latticed  Angle                         I1  vd.*'.     'dj 

II 

L—  //i:  —  • 

NOTE:     The  horizontal  ties,  corsisting  of  %-in.  bars  or  No.  5    (B.  &  S.  gauge)   wire, 
are  bent  around  or  wired  to  the  vertical  %-in.  bars,  and  are  spaced  18   in.  apart  vertically. 


40 


SCHEDULE  OF  TESTS 


TABLE  3d.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Plaster  on  Metal  Lath 


Test 
No. 

SECTION 

*PROTECTION 

23 
24 

25 
26 

27 

r—9?  n 

Two  2-coat  layers  of  Portland  cement  plaster 
on  No.  24  expanded  metal  lath,  each  layer 
1  in.  thick,  with  a  %-in.  air  space  between 
layers 

Two  2-coat  layers  of  Portland  cement  plaster 
on  woven  wire  lath,  %-in.  mesh,  each  layer 
J-8  in.  thick,  with  a  %-in.  air  space  between 
layers 

One  2-coat  layer  of  Portland  cement  plaster, 
1  in.  thick,  on  No.  24  expanded  metal  lath 

One  2-coat  layer  of  Portland  cement  plaster, 
l^s  in.  thick,  on  No.  24  expanded  metal  lath 

One  2-coat  layer  of  Portland  cement  plaster, 
1V£  in.  thick,  on  high  ribbed  expanded  metal 
lath  with  ?/3-in.  broken  air  space 

Plate  and  Angle                 j    ) 

1X1 

!         -'•  -'-  '  '  >| 

J 

» 

£7j^3n 

Plate  and  Channel           9*' 

;-spp 

1 

*• 

—  /34"  • 

1 

Z-bar  and  Plate                     '•' 

Hi 

j 

I 

—  /37  • 

\ 

Latticed  Angle                       ; 

j. 

—  &  —  • 

Round  Cast  Iron                               \Uf       \*\ 
Column  Section  same  as  No.  9    fc\\^    Jim 

*The  plaster  consisted  of  1  part  Portland  cement,  1/10  part  hydrated  lime,  2Y2  parts  coarse  lake 
tend.     Hair  was  used  in  the  first  coat;  the  second  coat  was  trowelled  smooth. 


SCHEDULE  OF   FIRE  TESTS  41 

(b)  Partly  Protected  Columns 

These  include  nine  structural  steel  columns  partly  protected 
by -filling  the  reentrant  portions  or  interior  with  concrete  and  are 
scheduled  in  Table  3c,  where  also  are  shown  the  detail  sections. 

The  proportions  of  the  concrete  mixtures  used  throughout  this 
investigation  are  based  on  volume  parts  of  the  respective  materials, 
Portland  cement,  sand  and  coarse  aggregate,  taken  in  the  given 
order.  One  bag  of  Portland  cement  weighing  96  Ib.  net  was 
taken  to  be  one  cu.  ft.  The  sand  and  coarse  aggregate  were  meas- 
ured by  volume  in  the  condition  of  density  incident  with  shovel- 
ing them  into  the  measures.  The  concrete  sands  as  used  had  an 
average  moisture  content  of  3  percent.  The  Portland  cement  used 
in  all  tests  of  the  whole  series,  except  in  those  with  pipe  columns, 
was  supplied  from  a  mill  in  the  Chicago  district. 

(c)  Columns  Protected  by  Plaster  on  Metal  Lath 

Details  of  protection  are  given  in  Table  3d.  The  metal  lath 
in  Nos.  23,  25  and  26  was  No.  24  expanded  metal  weighing  3.4  Ib. 
per  sq.  yd.  including  paint.  That  for  Test  No.  24  was  of  a  0.046  in. 
diameter  wire,  woven  into  %-in.  square  mesh  and  weighing  painted 
3.2  Ib.  per  sq.  yd.  The  ribbed  expanded  metal  lath  in  No.  27  had 
ribs  24  in-  high  spaced  Zl/2  in.  apart,  the  weight  being  7.9  Ib.  per  sq. 
yd. 

The  proportion  of  the  plaster  was  1  part  Portland  cement, 
1/10  part  hydrated  lime  and  2y2  parts  lake  sand  of  medium  grade  of 
coarseness,  all  materials  being  measured  by  loose  volume.  The 
sand  had  an  average  moisture  content  of  3  percent. 

The  thickness  of  the  layers  was  measured  from  the  inside  of 
the  lath.  For  Nos.  23,  24  and  25,  a  layer  thickness  of  1  in.  was 
desired  and  was  attained  in  Nos.  23  and  25.  In  No.  24  the  layer 
thickness  averaged  %  in.  In  No.  26  an  attempt  was  made  to  place 
a  2-in.  thick  layer  but  this  proved  impracticable  with  the  given  sec- 
tion using  two  body  coats,  an  average  thickness  of  V/&  in.  being 
finally  attained.  In  No.  27  an  effort  was  made  to  make  a  solid 
covering  by  pushing  the  plaster  through  the  lath  against  the  out- 
side of  the  column.  This  succeeded  only  partly,  a  broken  air  space 
averaging  y2  in.  in  depth  remaining  between  the  covering  and  the 
column. 

For  all  plaster  on  metal  lath  protections  the  extreme  edges  of 
the  bracket  angles  near  the  top  of  the  column  were  covered  by  a 
single  layer  1  in.  thick. 

The  coverings  were  finished  by  trowelling  and  floating  the  sec- 
ond coat  to  a  smooth  surface. 


42  SCHEDULE  OF  TESTS 

(d)  Columns  Protected  by  Concrete 

The  tests  with  concrete  protections  are  described  in  Table  3e. 

Six  combinations  of  fine  and  coarse  concrete  aggregates,  as 
used  in  building  construction  in  four  large  industrial  centers,  are 
included.  The  aggregate  combinations  and  districts  represented 
are:  (1)  Rockport  granite  with  Plum  Island  sand  for  the  Boston, 
Mass.,  district;  (2)  Chicago  limestone  with  Fox  River  sand,  and 
Joliet  gravel  with  Joliet  sand  for  the  Chicago,  111.,  district;  (3)  Cleve- 
land sandstone  with  Pelee  Island  sand  for  Cleveland,  O.,  district; 
(4)  New  York  trap  rock  with  Long  Island  sand,  and  hard  coal  cinders 
with  Long  Island  sand  for  the  New  York,  N.  Y.,  district.  The  districts 
were  chosen  so  as  to  obtain  representation  for  the  main  groups  of 
rocks  that  are  used  as  concrete  aggregate.  The  aggregates  are 
further  described  in  Par.  6  of  Section  V  (p.  70). 

The  proportions  of  the  mixtures  used  were  1  :2  :4  and  1 :3  :5  for 
the  stone  and  gravel  concrete  and  for  the,  cinder  concrete,  1  :iy2  'A1/* 
and  1:2:5.  The  cinders  were  used  unscreened  as  received  except 
that  pieces  larger  than  one  inch  were  crushed  to  smaller  size. 

Ties  consisting  of  No.  5  (B.  &  S.  gauge)  bright  basic  steel 
wire  were  wound  spirally  around  the  structural  section  on  vertical 
pitch  of  8  in.  The  tie  was  emitted  in  Test  Nos.  28A  and  33A  in 
order  to  determine  what  effect,  if  any,  it  has  on  the  effectiveness  of 
the  covering.  In  No.  46  it  was  omitted  because  the  latticed  section 
was  deemed  to  afford  sufficient  support  for  the  outside  covering. 
In  No.  47  an  attempt  was  made  to  place  the  covering  with  the  tie 
wire  supported  on  1-in.  T-bars.  This  proved  impracticable  on  ac- 
count of  the  obstruction  it  made  to  the  flow  of  concrete,  this  cover- 
ing being  therefore  placed  without  tie. 

For  the  square  coverings  the  thickness  was  measured,  re- 
spectively, from  the  face  of  the  flange  and  from  its  extreme  edge. 
For  the  round  protecti&ns,  Test  Nos.  37  and  40,  the  thickness  of 
covering  on  the  face  of  the  flange  was  greater  than  the  given  nom- 
inal thickness  and  that  on  the  flange  edge  smaller  than  the  given 
thickness,  each  by  about  ^  in. 

For  the  concrete,  as  well  as  all  other  full  protections,  the 
thickness  of  covering  on  the  extreme  edges  of  the  bracket  angles 
near  the  top  of  the  column  was  about  one  inch. 


SCHEDULE  OF  FIRE  TESTS 


43 


TABLE  3e.—  SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Concrete 


Test 
No. 

SECTION 

PROTECTION 

Thickness, 
In. 

Mixture 

Material 

28 

2?  A 

29 
30 
31 
32 

32  A 
33 

33  A 

Rolled  H 

I 

2 

2 

2 
2 
2 
2 

2 
4 

4 

1:2:4 

1:2:4 

1:2:4 
1:2:4 
1:2:4 
1:2:5 

1:2:5 
1:2:4 

1:2:4 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Joliet  sand 
Joliet  gravel 

Portland  cement 
Pelee  Island  sand 
Cleveland  sandstone 

Portland  cement 
Ix>ng  Island  sand 
Hard  coal  cinders 

Portland  cement 
Long  Island  sand 
Hard  coal  cinders 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

*  ^=5=^  T?^    ' 

j(?pl 

U  ^.'    O-.dJ 
•\-'   «  r    «  A' 

ovs»*;-=^-  • 

U  /2"  * 

Rolled  H 

d^rr°' 

a/     -     0. 

.   0.1  o.o. 

o  .•  .  °     -  1> 

/2" 

L  ^  ' 

Rolled  H 
Rolled  H 
Rolled  H 
Rolled  H 

^^T^-- 

^•-  c  •  °1 

p  '.°1 

yAp  My-/ 

ftS»*A*&rA: 

/2' 

C  —  /2=  —  3 

Z-bar  and  Plate 

u 

v^r^-7-^ 

'^W 

vy[^vL^( 

!r 

/5£"  

•V 

o  *    o  •  '   '  &  •    , 
Rolled  H          *-Vv.  |0;  T  . 

..'N^i*?^.   . 

o  •  o       Q  •  0     9 

16' 

Cr  16-  *" 

~&    -  o    "    a  ? 

'---^tr-'o. 

£>           I    A    • 
Rolled  H            •  •  ;    '  1         ' 

o  *       1    o     °  . 

O    •    .       .      Q     .'  o 

16' 

r  —  /6"  * 

NOTE:    Ties  where  used  are  of  No.  5,  B.  &  S.  gage,  steel  wire,  wound  spirally  on  a  pitch  of  8  in. 

44 


SCHEDULE  OF  TESTS 


TABLE  3e.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Concrete — Continued 


Test 
No. 

SECTION 

PROTECTION 

Thickness, 
In. 

Mixture 

Material 

31 
34A 
35 

36 

37 

38 
39 

Rolled  H 
Rolled  H 
Rolled  H 

4 
4 
4 

2 
4 

2 
4 

1:2:4 
1:2:4 
1:3:5 

1:2:4 
1:2:4 

1:2:4 
1:2:4 

Portland  cement 
Plum  Island  sand 
Rockport  granite 

Portland  cement 
Plum  Island  sand 
Rockport  granite 

Portland  cement 
Fox  River  sand 
Chicago  limestone 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Long  Island  sand 
New  York  trap 

Portland  cement 
Joliet  sand 
Joliet  gravel 

Portland  cement 
Meramec  River  sand 
Meramec  River  gravel 

"'   °>-: 

i 

i 

| 

:• 

"!•  o  - 

*       .       /o 

Plate  and  Angle 

•/•a 

13 

4» 

tt 

?J0 

,, 

;or—  ' 

Plate  and  Angle  1 

^ 
••(> 

\< 

"c>     . 
|D^K 

Jl 

-*  "— 

4. 

o  i 

*%>' 

X 

Q»7 

az" 

Plate  and  Channel 

0 

6   -< 

^  V. 

~A  tt 

r 

1* 
^ 

'» 
•    e 
».  i 

s 

&,f 

•5 

ev--- 

•  

'#• 

.  » 

Plate  and  Channel 

•  f^f« 

>5 

"J  ° 

1 

l'A 
•  '5it 

5 

<t 

•  —  «•  —  J 

NOTE:    Wire  ties  are  of  No.  5,  B.  &  S.  gage,  steel  wire,  wound  spirally  on  a  pitch  of  8  in. 


SCHEDULE  OF  FIRE  TESTS 


45 


TABLE  3e.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Concrete— Concluded 


Test 
No. 


40 


41 


42 


43 


44 


45 


46 


47 


SECTION 


Latticed 
Channel 


Z-bar  and 

piate 


r 


I-beam  and 


Channel 


I-beam  and 

Channel 


Starred  Angle 


Latticed  Angle 


Bf 


Round  Cast  Iron 


PROTECTION 


Thickness, 
In. 


2-in. 

outside 
rivets. 

Of*. 

outside 


Mixture 


1:2:4 


:3:5 


1:3:5 


1:2:4 


1:3:5 


1:2:4 


1:2:4 


1:2:5 


Material 


Portland  cement 
Long  Island  sand 
New  York  trap 


Portland  cement 
Fox  River  sand. 
Chicago  limestone 

Portland  cement 
Fox  River  .sand 
Chicago  limestone 


Portland  cement 
Pelee  Island  sand 
Cleveland  sandstone 

Portland  cement 
Pelee  Island  sand 
Cleveland  sandstone 


Portland  cement 
Meramec  River  sand 
Meramec  River  gravel 


Portland  cement 
Long  Island  sand 
New  York  trap 


Portland  cement 
Long  Island  sand 
Hard  coal  cinders 


NOTE:    Wire  ties  where  used  are  of  No.  5,  B.  &  S.  gage,  steel  wire  wound  spirally  on  a  pitch  of  8  in. 


46  SCHEDULE  OF  TESTS 

(e)  Columns  Protected  by  Hollow  Clay  Tile 

The  tests  with  hollow  clay  tile  protections  are  given  in  Table  3f. 

Five  kinds  of  tile  from  as  many  producing  regions  were  used 
for  the  coverings.  These  include  two  varieties  of  surface  clay  tile, 
one  of  shale  and  two  of  semi-fire  clay.  They  are  further  described 
in  par.  11  of  Sec.  V  (p.  81). 

The  tile  was  set  in  mortar  consisting  of  1  part  by  loose  volume 
of  Portland  cement,  1  part  of  lime  putty,  and  4  parts  of  fine  beach 
or  bank  sand.  The  sand  had  an  average  moisture  content  of  4  per- 
cent. The  thickness  of  mortar  between  the  tile  and  the  flanges  of 
the  test  columns  varied  between  the  different  protections  from  J^ 
to  ll/&  in.  The  thickness  of  horizontal  joints  between  the  tile 
courses  averaged  ^  in.  where  no  wire  mesh  was  used,  and  ^  in. 
where  used.  The  vertical  mortar  joints  varied  in  thickness  from 
y$  to  24  in.,  depending  on  the  design  of  the  covering. 

The  upper  tile  courses  were  set  out  sufficiently  to  allow  the 
extreme  edges  of  the  bracket  angles  to  be  covered  by  a  1-in.  thick- 
ness of  tile  and  motar. 

Two  forms  of  mechanical  ties  for  the  tile  were  used.  One 
consisted  of  a  No.  12  (B.  &  S.  gauge)  iron  wire  tied  around  the  out- 
side of  each  course  at  the  middle,  and  the  other  of  strips  of  %-in. 
wire  mesh  (diam.  of  wire  0.046  in.)  laid  in  the  horizontal  joints  and 
lapped  at  the  corners. 

The  filling  inside  of  the  tile,  where  used,  consisted  of  con- 
crete or  hollow  clay  tile.  The  concrete  was  placed  after  the  tile 
was  set,  except  in  case  of  No.  60  where  the  fill  was  placed  and 
allowed  to  harden  before  setting  the  tile. 

All  protections  were  tested  in  the  unplastered  condition  ex- 
cept those  of  Nos.  76  and  77.  The  former  was  plastered  with  a 
two-coat  layer  of  gypsum  plaster  ^4  'm-  thick.  The  first  coat  of 
about  ^-in.  thickness  consisted  of  1  volume  part  neat  fibered 
calcined  gypsum  and  3  parts  fine  lake  sand,  and  the  finish  coat, 
1  volume  part  neat  unfibered  calcined  gypsum  and  2  parts  hydrated 
lime.  No.  77  was  plastered  with  lime  plaster  ^  in.  in  thickness,  the 
first  coat  consisting  of  1  volume  part  slaked  lime  putty  and  2^/2. 
parts  of  fine  lake  sand,  the  finish  coat  being  the  same  as  for  No. 
76. 


SCHEDULE  OF  FIRE  TESTS 


47 


TABLE  3f.— SCHEDULE  OP  FIRE  TESTS 
Columns  Protected  by  Hollow  Clay  Tile 


Test 

No. 

SECTION 

Thick- 
ness of 
Tile.  In. 

Kind  of  Tile  and  Method 
of  Application 

Filling 

48 
49 

50 
50-A 

51 
51-A 

52 
53 

f 
o 

Semi-fire  clay,  New  Jersey 
district 
^-in    mortar  on  flanges 
Outside  wire  ties 

Semi  fire  clay,  New  Jersey 
tiistrict 
54  -in    mortar  on  flanges 

Surface  clay,  Boston 
district 
%-in.  mortar  on  flanges 

Same  as  No.  50 

Suiface  clay,  Boston 
district 
lH-ifl   mortar  on  fl'anges 
Outside  wire  ties 

Same  as  No.  51 

Ohio  shale 
%-in.  mortar  on  flanges 
Outside  wire  ties 

Ohio  shale 
1-in.  mortar  on  flanges 
Outside  wire  ties 

No  filling 

No  filling 

» 

1:3:5  concrete 
Portland  cement 
Plum  Island  sand 
Rockport  granite 

Same  as  No.  50 

1:3:5:  concrete 
Portland  cement 
Plum  Island  sand 
Rockport  granite 

Same  as  No.  51 

1:2:5  concrete 
Portland  cement 
Long  Inland  sand 
Hard  coal  cinders 

1:2:5:  concrete 
Portland  cement 
Ixjng  Island  sand 
Hard  coal  cinders 

en  en  CD  fja  a 

Rolled  H 

]               D 
]                Q-/3. 

a          a 

. 

a  c$  CD  en  c=i 

<  —  of  —  J 

r    4 

D 

Rolled  H 

d 

Tgpa 

To,; 

J^n 

noun! 

—  /#'  —  —  J 

Plate  and  Angle 
Plate  and  Angle 

>'           2 

2 

-i^-ir 

>•*  j 

i—  /?-—  j 

4 
1 

4 

c 

Plate  and 
Angle               Q 

c 

]|DGDD 

ISIS 

D&jfcfeg 

Angle 

innn  a 

«  

—  /6f—  J 

Plate  and  Chanm 

>• 
2 

CZDC=]CZZ] 

]W=sEjwn 

•is  ^ 

72"  J 

4 

c 

Plate  and 
Channel        r— 

innn 

]?  '"fn 

T    .  0                    .'    '      ,/ 
1      '  •                     °  •      1    '' 

Myin 

C 

inn  a 

u  /6i"  J 

SCHEDULE  OF  TESTS 


TABLE  3f.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Hollow  Clay  Tile— Continued 


Test 

No. 


55 


56 


57 


59 


SECTION 


Latticed 
'    Channel 


Z-bar  and 
Plate 


aof- 


I-beam  and 
Channel 


I-beam  and 
Channel 


Thick- 
ness of 
Tile,  In. 


Two 
2-in. 


Two 
2-in. 


Kind  of  Tile  and  Method 
of  Application 


Ohio  semi-fire  clay 
Outside  wire  ties 


Ohio  semi-fire  clay 
Outside  wire  ties 


Ohio  semi-fire  clay 
%-in.  wire  mesh  in  hori- 
zontal joints 


Surface   clay,   Chicago 

district 
Outside  wire  ties 


Surface  clay,  Chicago 

district 

H-jn.  mortar  on  flanges 
iHii-in.  wire  mesh  in  hori- 
zontal joints 


Surface  clay,  Chicago 

district 

H-in.  mortar  on  flanges 
Outside  wire  ties 


Filling 


1:3:5  concrete. 
Portland  cement 
Long  Island  sand 
New  York  trap 


1:3:5:  concrete, 
Portland  cement 
Fox  River  sand 
Chicago  limestone 


1:3:5:  concrete, 
Portland  cement 
Fox  River  sand 
Chicago  limestone 


1:3:5:  concrete, 
Portland  cement 
Fox  River  sand 
Chicago  limestone 


Hollow  clay  tile, 

2  by  12  by  6  in.  at 
at  ends 

3  by  12  by  6  in.  at 


Hollow  clay  tile, 

2  by  12  by  6  in.  at 

ends 

3  by  12  by  6  in.  at 
sides 


SCHEDULE  OF  FIRE  TESTS 


TABLE  3f.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Hollow  Clay  Tile— Concluded 


Test 
No. 

SECTION 

Thick- 
ness of 
Tile,  In. 

Kind  of  Tile  and  Method 
of  Application 

Filling 

60 

61 

62 
63 

76 

77 

t  —  "*~~  ~L 

2 

2 
2 

2 
4 

Ohio  semi-fire  clay 
i-i-in.   mortar  between   fill 
and  tile 
Outside  wire  ties 

Ohio  semi-fire  clay 
Outside  wire  ties 

Porous  semi-fire  clay, 
New  Jersey  district 
%-in.  mortar 
Outside  wire  ties 

Same  as  No.  62 

Ohio  shale:  Ohio  semi-fire 
clay;  semi-fire  clay,  New 
Jersey  district 
%-in.  mortar  on  flanges 
2^-in.   wire  mesh  in   hori- 
zontal joints 
Tile  covered  with  a  2-coat. 
%-in.  layer  of  1:3  gypsum 
plaster 

Semi-fire  clay,  New  Jersey; 
surface     clay,     Chicago; 
surface  clay,  Boston  dis- 
trict 
IJ^-in.  mortar  on  flanges 
;Hj-in.   wire  mesh  in  hori- 
zontal joints 
Tile  covered  with  a  2-coat, 
%-in.  layer  of  1'2^  lime 
plaster 

1  :2:4:  concrete 
Portland  cement 
Long  Island  sand 
New  York  trap 
Fill   placed   before 
tile  was  set 

No  filling 

No  filling 
No  filling 

1:3:5:  concrete 
Portland  cement 
Fox  River  sand 
Chicr>go  limestone 

1:3:5  concrete 
Portland  cement 
Fox  River  sand 
Chicago  limestone 

9  1~   i  c_  j  i_ 

Latticed    .  ,r  1 
Angle"    !I4  f 

S: 

E 

E 

Latticed 
Angle 

= 

—ff^z 

| 

rfT 

ilr    iffi 

ILJt 

j/5j 

—  /5j— 

-» 

Round  Cast  Iron  /<%S^&. 
Round  Cast  Iron  \c§f^|i/ 

J 

Rolled  H 

15' 

1 

.  •  o     •  (> 

1__JI  iLfji  1 

15'  • 

in 

na  n: 

I 

Plate  and  [  U 
Angle     >  [_ 

|n 

r*%D! 

^&D; 

ana; 

h—  172—  -1 

NOTE:    The  mortar  used  in  setting  the  tile  consisted  of  1  part  Portland  cement,  1  part  lime  puttj 
and  4  parrs  fine  beach  or  bank  sand. 


50  SCHEDULE  OF  TESTS 

(f)  Columns  Protected  by  Gypsum  Block 

The  tests  with  gypsum  block  protections  scheduled  in  Table 
3g  consist  of  two  with  2-in.  and  three  with  4-in.  solid  block.  The 
material  was  supplied  from  two  factories,  one  located  in  the  Mid- 
dle Western  section  of  the  country  and  the  other  in  the  Eastern 
section.  The  proportion  of  the  mortar  used  for  setting  the  block 
was  1  part  by  volume  of  neat  unfibered  calcined  gypsum  and  3  parts 
by  volume  of  fine  lake  sand.  The  latter  as  used  had  a  moisture 
content  of  about  three  per  cent. 

In  Nos.  64  and  65  the  blocks  were  tied  with  No.  22  corrugated 
galvanized  iron  strips  ^4  in-  wide  by  6  in.  long  placed  in  the  horizon- 
tal joints,  and  across  all  vertical  joints,  one  over  each  joint  in  the 
2-in.  covering  and  two  over  each  joint  in  the  4-in.  covering.  In 
Nos.  66,  67  and  67 A  strips  of  woven  wire  (0.046  in.  wire  diam.)  of 
3/^-in.  mesh  were  laid  in  the  horizontal  joints  over  all  vertical  joints. 
The  size  of  the  strips  for  the  2-in.  protection  was  2  by  14J4  in.  and 
for  the  4-in.  protections,  3*^  by  I6y2  in.,  the  strips  being  laid  so  the 
outer  edges  were  %  in.  from  the  surface  of  the  covering.  The 
thickness  of  the  horizontal  joints  averaged  J/£  in.  between  the  2-in. 
blocks  and  ^4  m-  between  the  4-in.  blocks.  The  vertical  joints  were 
about  ^  in-  thick. 

The  space  between  the  blocks  and  column  flanges  was  fairly 
filled  with  mortar  as  the  blocks  were  set.  The  remain- 
ing space  inside  of  the  blocks  was  filled  with  gypsum  block  set  in 
mortar  in  the  case  of  Nos.  64  and  65.  For  the  other  gypsum  protec- 
tions the  filling  material  consisted  of  1  part  by  volume  of  neat  un- 
fibered calcined  gypsum,  1  part  fine  lake  sand,  and  4  parts  gypsum 
blocks  broken  to  maximum  size  of  2  in.,  the  whole  being  mixed 
to  wet  consistency. 

The  methods  of  tying  the  blocks  and  filling  within  them  con- 
form with  the  recommendations  of  the  manufacturers  by  whom  they 
were  supplied. 


SCHEDULE  OF  FIRE  TESTS 


51 


TABLE  3g.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Gypsum  Block 


Test 
No. 


64 


65 


67 


SECTION 


Rolled  H 


t -17£- 


Plate  and 

Channel 


-121- 


Latticed 

Channel 


Rolled  H 


67-A     Rolled  H 


'.» 

.^•.'D 


Thick- 


Block, 
In. 


Kind  of  Gypsum  and 
Method  of  Application 


Western    gypsum    (solid) 
M-in.  mortar  on  flanges 
Corrugated    wall    ties    in 
horizontal  joints 


Western    gypsum  (solid) 
1-in.  mortar  on  flanges 
Corrugated    wall    ties    i 
horizontal  joints 


Eastern    gypsum   (solid) 
%-in.  mortar  on  lattice 
2|-in.  wire  mesh  in  horizon- 
tal joints 


Eastern  gypsum  (solid) 
%-in.  mortar  on  flanges 
3/^-in.  wire  mesh  in  horizon- 
tal joints 


Same  as  No.  67 


Filling 


Hollow  Western 
gypsum  block 


Solid  Western 
gypsum  block 


1:1:4, 

Calcined  gypsum 
Fine  lake  sand 
Broken  gypsum 
block 


1.1:4, 

Calcined  gypsum 
Fine  lake  sand 
Broken  gypsum 
block 


Same  as  No.67 


NOTE:    The  gypsum  blocks  were  set  in  mortar  consisting  of  1  part  by  volume  of  neat  unfibered 
calcined  gypsum  and  3  parts  fine  lake  sand. 


52 


SCHEDULE  OF  TESTS 


(g)  Columns  Protected  by  Brick 

The  two  tests  with  brick  protection  are  described  in  Table  3h. 

The  proportion  of  the  mortar  was  the  same  as  that  used  for 
the  clay  tile  protections.  In  placing  the  brick  no  metal  ties  were 
used,  the  brick  being  in  each  case  set  so  as  to  obtain  the  best  bond 
possible  with  the  given  design  of  covering.  The  thickness  of  the 
horizontal  joints  averaged  J^  in.  and  that  of  the  vertical  joints 
varied  from  to 


m- 


TABLE  3h.— SCHEDULE  OF  FIRE  TESTS 
Columns  Protected  by  Brick 


Test 
No. 

SECTION 

Thick- 
ness of 
Brick, 
In. 

Kind  of  Brick 

Filling 

68- 

69 

Rolled  H 

hH 

I 

f 

2M 
3M 

Chicago  common  brick  Bet 
on  edge  and  end 
iHs-in.  mortar  on  flanges 

Chicago  common  brick 
laid  flat 
Hi  -in.  mortar  on  flanges 

Chicago  common 
brick 

Chicago  common 
brick 

i 

uu 

/3£  —  J 

+\ 

1 

Rolled  H 

3E 

-  /&'  J 

NOTE:    The  mortar  consisted  of  1  part  Portland  cement.  1  part  lime  putty  and  4  parts  bank  sand. 


SCHEDULE  OF  FIRE  TESTS 


53 


(h)  Reinforced  Concrete  Columns 

These  are  scheduled  in  Table  3i  and  details  of  design  are  given 
in  Figs.  8  and  9  (p.  30-31). 

A  thickness  of  -2  in.  of  the  concrete  next  to  the  surface  of  the 
column  is  taken  as  a  protective  covering  for  the  concrete  and  steel 
within  it,  and  is  not  included  in  the  given  effective  areas. 


TABLE  3i.— SCHEDULE  OP  FIRE  TESTS 

Reinforced  Concrete  Columns 
Effective  Length,  12  ft.  8  in. 


Test 

No. 


70 


72 


73 


74 


75 


SECTION 


Square 
Vertically 
Reinforced 


Square 
Vertically 
Reinforced 


Round 
Vertically 
Reinforced 


Round 
Vertically 
Reinforced 


Hooped 
Reinforced 


Hooped 
Reinforced 


Mix 


1:2:4 


1:2:4 


1:2:4 


1:2:4 


1:2:4 


1:2:4 


Material 


Portland  cement 
Fox  River  sand 
Chicago  limestone 


Portland  cement 
Long  Island  sand 
New  York  trap 


Portland  cement 
Fox  River  sand 
Chicago  limestone 


Portland  cement 
Long  Island  sand 
New  York  trap 


Portland  cement 
Fox  River  sand 
Chicago  limestone 


Portland  cement 
Long  Island  sand 
New  York  trap 


•Effective 
Area,  Sq.  In. 


Concrete,  140 
Steel,  4.  00 


Same  as 
No.  70 


Concrete,  127 
Steel,  6.00 


Same  as 
No.  72 


Concrete,  129 
Steel.  3.38 


Same  as 
No.  74 


Reinforcement, 

Percent  of 
Effective  Area 


Vertical,  2.78 
Lateral,  0.14 


Same  as 
No.  70 


Vertical,  4.52 
Lateral,  0.13 


No.  72 


Vertical,  2.54 
Lateral,  0.99 


Same  as 
No.  74 


•A  depth  of  2  in.  all  around  deducted  from  the  gross  section  for  fire  protection. 


54 


SCHEDULE  OF  TESTS 


(i)  Timber  Columns 

The  schedule  of  timber  columns  is  given  in  Table  3j  and  de- 
tails of  columns  and  bearings  are  shown  in  Fig.  10  (p.  33).  Th^ 
tests  include  two  species  of  timber,  each  tested  'with  two  types  of 
bearing  details. 

No.  78  was  protected  by  a  single  layer  of  plaster  on  metal  lath, 
the  details  of  application  being  the  same  as  for  the  protections  listed 
in  Table  3d.  No.  80  was  covered  with  gypsum  wall  board  y%  in- 
thick  nailed  into  the  timber  at  the  corners  with  No.  4  lathing  nails 
on  2-in.  centers,  and  finished  with  kalsomine.  The  other  timber 
columns  were  tested  unprotected. 


TABLE  3j.—  SCHEDULE  OF  FIRE  TESTS 

Timber  Columns 
Effective  Length,  12  ft.  8k  in. 


Test 
No. 


78 


79 


80 


SPECIES 


SECTION 


Longleaf  lit 
pine        | 

1_ 


— wl- 


15" 


I—  I*'—  J 


Longleaf  pine 


1 

] 


— II*  — 


Longleaf  pine 
Douglas  fir 
Douglas  fir 


I — ni"— i 


J 


Protection  of  Column 
and  Cap 


One  2-coat  layer  of  Portland  cement 
plaster,  1  in.  thick,  on  woven  wire 
lath,  iHi-in.  mesh,  f-in.  air  space 

Plaster  consisted  of  1  part  Portland 
cement.  1/10  part  hydrated  lime. 
2\4  parts  coarse  lake  sand 


Unprotected 


One  thickness  of  %-in.  gypsum  wall 
board  with  metal  corner  beads, 
nailed  to  column 


Unprotected 
Unprotected 
Unprotected 


Bearing  Details 


Cast  iron  cap  and  pintle 


Cast  iron  cap  and  pintle 


Steel  plate  cap  and  8  in, 
long  timber  strut. 


Steel  plate  cap  and  6  in 
long  timber  strut 


Cast  iron  cap  and  pintle 

Steel  plate  cap  and 
18  in.  long  timbei 
strut 


SCHEDULE  OF  P. RE  AND  WATER  TESTS  55 

3.     SCHEDULE  OF  FIRE  AND  WATER  TESTS 

This  series  was  introduced  in  order  to  determine  the  effect  on 
coverings  and  columns  of  the  impact  and  sudden  cooling  produced 
by  hose  streams  applied  to  them  when  in  a  highly  heated  condi- 
tion. 

In  order  to  introduce  all  of  the  materials  used  in  the  fire  test 
series  with  a  minimum  number  of  tests,  two  or  three  kinds  of  mate- 
rial of  a  given  class  were  applied  in  each  test. 

(a)  Columns  Protected  by  Concrete 

The  fire  and  water  tests  with  concrete  protections  are  scheduled 
in  Table  4a.  Three  kinds  of  concrete  were  applied  to  each  column. 
In  this  and  succeeding  tables  the  concrete  is  distinguished  by  the 
name  of  the  coarse  aggregate,  the  sand  used  with  each  being  the 
same  as  in  the  combinations  given  above  in  par.  2d  (p.  42). 

The  metal  tie  in  the  covering  is  the  same  as  for  the  correspond- 
ing protections  in  the  fire  test  series.  In  No.  102  the  tie  is  omitted. 

(b)  Columns  Protected  by  Hollow  Clay  Tile 
These  coverings  are  also  placed  in  three  sections  (Table  46) 
with  one  of  the  varieties  of  tile  used  in  the  protections  of  the  fire 
test  series  in  each  section.  The  proportions  of  the  mortar  and  size 
of  metal  ties  are  the  same  as  for  the  corresponding  protections  of 
the  fire  test  series.  * 

(c)  Columns  Protected  by  Gypsum  Block 

The  two  kinds  of  gypsum  with  the  method  of  application  pecu- 
liar to  each,  described  in  par.  2f.  (p.  50)  of  this  section,  are  employed 
in  the  two  tests  (Table  4c).  The  filling  for  both  consists  of  a  1 :1 :4 
mixture  by  volume  parts  of  calcined  gypsum,  fine  lake  sand,  and 
broken  gypsum  block,  mixed  to  wet  consistency. 

(d)  Plaster  on  Metal  Lath  Protection 

The  protection  of  this  type  included  in  the  fire  and  water  series 
is  described  in  Table  4d.  The  metal  lath,  proportion  of  the  plaster 
and  method  of  application  are  the  same  as  for  the  corresponding 
protections  of  the  fire  test  series. 

(e)  Reinforced   Concrete   Columns 

One  column  of  each  type  is  included  in  this  series.  Details 
of  concrete  and  reinforcement  are  given  in  Table  4e. 

(f)  Unprotected  Cast  Iron  Columns 

Two  duplicate  columns  are  listed  in  Table  4f.  They  are  ver- 
tically cast  and  have  bearing  details  as  shown  in  Fig.  6  (c)  (p.  27). 


56 


SCHEDULE  OF  TESTS 


. 

TABLE  4a.—  SCHEDULE  OF  FIRE  AND  WATER  TESTS 
Columns  Protected  by  Concrete 

Test 

No. 

SECTION 

PROTECTION 

Thickness, 
In. 

Mixture 

*Kind  of  Concrete 

101 
102 
103 

104 

Rolled  H 

2 
2 
4 

2 

1:2:4 
1:2:4 
1:2:4 

1:2:5 
1:2:4 
1:2:4 

-  .   -1 
Chicago  limestone 
New  York  trap 
Joliet  gravel 

' 

New  York  trap 
Joliet  gravel 
Chicago  limestone 

. 

New  York  trap 
New  England  granite 
Chicago  limestone 

Hard  coal  cinders 
Cleveland  sandstone 
New  York  trap 

. 

o'J^f 

""•^•x^O 

* 

jy 

;>;); 

•  cT*^-=- 

=="-4r'o 

«  l2-'  * 

Rolled  H 

D       ' 

a    '    6 

1 

'   .   0  ' 

$• 

•      0 

.  *    • 

I  12'  J 

Plate  and 
Angle 

' 

•°>?r 

m 

*\/J 

1  i'  i' 

i 

h-'«? 

Plate  and  Angle 

i 

m 

m 

f 

«T-J 

*Three  kinds  of  concrete  were  used  on  each  column,  placed  in  three  vertical  sections  in  the  orde 
named,  from  top  to  bottom  of  column. 

NOTE:    Ties  where  used  are  of  No.  5,  B.  &  S.  gage,  steel  wire,  wound  spirally  on  a  pitch  of  8  in. 


SCHEDULE  OF  FIRE  AND  WATER  TESTS 

TABLE  4b.— SCHEDULE  OF  FIRE  AND  WATER  TESTS 
Columns  Protected  by  Hollow  Clay  Tile 


37 


Test 
No. 

SECTION 

Thick- 
ness of 
Tile,  In. 

*Kind  of  Tile  and  Method  of 
Application 

Filling 

105 
106 

107 

Plate  and 
Angle 

•2 
2 

4 

Surface  clay.   Boston   district; 
semi-fire  clay,  N.  J.  district; 
Ohio  shale 
%-in.  mortar  on  flanges 
Outside  wire  ties 

Ohio    semi-fire    clay;    surface 
clay,  Chicago  district;  Ohio 
semi-fire  clay 
%-in.  mortar  on  flanges 
Outside  wire  ties  on  upper  half 
%-in.  wire  mesh  in  horizontal 
joints  in  lower  half 

Ohio  shale;  semi-fire  clay,  N.  J. 
district;  surface  clay,  Boston 
district 
1-in.  mortar  on  flanges 
Outside  wire  ties  on  upper  half 
%-in.  wire  mesh  in  horizontal 
joints  in  lower  half 

No  filling 

1:3:5  concrete, 
Portland  cement 
Long  Island  sand 
Chicago  limestone 

No  filling 

or 

J 

Plate  and 
Angle 

I 
1 

i  f^^f  n 

} 

n 

12"  * 

^    • 

Plate  and 
Channel 

DyJJn 
O5  in  In 

« 

!•  —  -(6t—  —  - 

'Three  kinds  of  tile  were  used  on  each  column,  placed  in  three  vertical  sections  in  the  order  named 
from  top  to  bottom  of  column. 


TABLE  4c.— SCHEDULE  OF  FIRE  AND  WATER  TESTS 
Columns  Protected  by  Gypsum  Block 


Test 
No. 

SECTION 

Thick- 
ness of 
Block, 
In. 

*Kind  of  Gypsum  and  Method 
of  Application 

Filling 

108 
109 

Rolled 

2 
4 

Western  gypsum  (solid);  East- 
ern gypsum  (solid) 
34  -in.  mortar  on  flanges 
Corrugated  wall  ties  in   hori- 
zontal joints  in  upper  half 
%-in.  wire  mesh  in  horizontal 
joints  in  lower  half 

Eastern  gypsum  (solid);  West- 
ern gypsum  (solid) 
%-in.  mortar  on  flanges 
^-in.  wire  mesh  in  horizontal 
joints  in  upper  half.    Corru- 
gated wall  ties  in  horizontal 
joints  in  lower  half 

1:1:4 
Calcined  gypsum 
Fine  lake  sand 
Broken    gypsum 
block 

1:1:4 
Calcined  gypsum 
Fine  lake  sand 
Broken    gypsum 
block 

B 

\\ 

j 

.'  o 

V 

?J 

S3s^ 

tf.'-i:i''^VJ 

/#  J 

Rolled 
H 

m 

£>.  - 

o  • 

0". 

L—  I7k"  J 

*Two  kinds  of  block  were  used  on  each  column,  placed  in  two  vertical  sections  in  the  order  named 
from  top  to  bottom. 


58 


SCHEDULE  OF  TESTS 


TABLE  4d.-SCHEDULE  Or  FIRE  AND  WATER  TESTS 
Column  Protected  by  Plaster  on  Metal  Latli 


Test 
No. 

SECTION 

PROTECTION 

T 

r-6*"-^ 

Two  2-coat  layers  of  Portland  cement  plaster;  inner  layer 
Y%  in.  thick,  on  woven  wire  lath;  outer  layer  1  in.  thick, 

110 

Plate  and     91 
Angle          i 

\ 

tf 

on  expanded  metal  lath.  M-in.  air  space  between  layers. 
Proportion  of  plaster,  1  part  Portland  cement,  1/10  part 
hydrated  lime,  2^  parts  coarse  lake  sand 

I2i.  • 

TABLE  4e.— SCHEDULE  OF  FIRE  AND  WATER  TESTS 

Reinforced  Concrete  Columns 

Effective  Length,  12  ft.  8  in. 


Test 
No. 

SECTION 

Mix- 
ture 

*Kind  of  Concrete 

**Effective 
Area,  Sq.  In. 

Reinforcement, 
Percent  of 
Effective  Area 

Ill 

112 

113 

j:?*i  IO{—\2& 

1:2:4 

1:2:4 

1:2:4 

Chicago  limestone 
Meramec  R.  gravel 
Chicago  limestone 

Chicago  limestone 
Meramec  R.  gravel 
Joliet  gravel 

New  York  trap 
Meramec  R.  gravel 
Rockport  granite 

Concrete,  140 
Steel,  4.00 

Concrete,  127 
Steel,  6.00 

Concrete,  129 
Steel,  3.38 

Vertical,  2.78 
Lateral,  0.14 

Vertical,  4.52 
Lateral,  0.13 

Vertical,  2.54 
Lateral,  0.99 

Square 
Vertically 
Reinforced 

|LJ^<| 

U  16'   A 

Round 
Vertically 
Reinforced 

($$?$ 

r  '-/"Bars-  /  y 

Hooped 
Reinforced 

H 

*Three  kinds  of  concrete  were  used  in  each  column,  placed  in  three  sections  in  the  order  named, 
from  top  to  bottom  of  column. 

**A  depth  of  2  in.  all  around  deducted  from  the  gross  section  for  fire  protection. 


SCHEDULE  OF  FIRE  AND  WATER  TESTS 


59 


TABLE  4f.— SCHEDULE  OF  FIRE  AND  WATER  TESTS 

Unprotected  Cast  Iron  Columns 

Effective  Length,  12  ft.  &A  in. 


Least 

Test 
No. 

SECTION 

DETAILS 

Nomi- 
nal 
Area, 

Radius 
of  Gy- 
ration, 

1 
r 

Sq.  In. 

r 

In. 

114 

Round  Cast  Iron,             
Vertically  cast         ^^•^rrrrjfc 

Ends  not  restrained 

14.45 

2.38 

63.2 

115 

Round  Cast  Iron,        ^^Krtq:  /« 
Vertically  cast        U—  "7g'—» 

Ends  not  restrained 

14.45 

2.38 

63.2 

PLACING  OF  COVERINGS  AND  COLUMNS 


Fig.  11.— Forms  and  staging  for  placing  concrete. 


IV.  PLACING  OF  COVERINGS  AND  CONCRETE 

COLUMNS 

The  work  was  planned  so  as  to  reproduce  as  nearly  as  possible 
the  conditions  obtaining  in  building  construction  in  point  of  meth- 
ods of  application  and  workmanship.  This  was  done  to  make  the 
results  of  the  tests  applicable  without  undue  allowance  for  differ- 
ences that  otherwise  might  be  deemed  to  exist  between  the  test 
sample  and  a  similarly  constructed  member  in  a  building. 

1.     CONCRETE  PROTECTIONS  AND  COLUMNS 
(a)  Forms  and  Staging 

The  wood  forms  were  made  of  1^-in.  yellow  pine  planks  with 
clamps  spaced  about  two  feet  apart  vertically.  The  round  columns 
and  coverings  were  cast  in  metal  forms  made  of  No.  12  (0.1094  in. 
thick)  sheet  steel,  the  forms  being  made  into  halves  which  were 
bolted  together  through  angles  riveted  on  their  edges. 

The  form  was  supported  within  a  staging  extending  to  the  top 
of  the  test  column  proper,  the  floor  of  the  staging  being  used  as  a 
platform  from  which  the  concrete  was  placed  and  on  which  subse- 
quently the  form  for  the  column  head  or  column  head  protection 
was  erected.  A  view  of  the  staging  with  column  forms  in  place 
is  shown  in  Fig.  11. 

(b)  Method  of  Proportioning 

The  proportions  were  based  on  volume  parts  of  the  materials 
as  taken  from  the  bins  except  that  the  Portland  cement  was  meas- 
ured in  the  original  package,  one  bag  containing  94  Ib.  of  cement 
being  taken  to  be  one  cu.  ft.  The  sand  and  stone  were  measured 
in  deep  steel  wheelbarrows  in  two  or  three  cu.  ft.  portions,  the 
volume  for  each  being  determined  by  striking  off  the  top  with  a 
board  cut  to  the  required  shape  (Fig.  12).  In  some  tests  where  the 
mixtures  appeared  lean  in  sand,  two  or  three  shovelfuls  of  sand 
were  substituted  for  an  equal  amount  of  stone. 

(c)  Mixing  and  Placing 

The  concrete  was  mixed  in  a  motor-driven  Marsh-Capron  batch 
mixer  having  a  capacity  of  6  cu.  ft.  of  mixed  concrete.  The  mate- 
rials were  charged  into  the  mixer  in  the  following  general  order, 
subject  to  minor  variations  introduced  by  the  different  men  in  charge 

61 


62 


PLACING  OF  COVERINGS  AND  COLUMNS 


CONCRETE  PROTECTIONS  AND  COLUMNS  63 

of  the  mixing:  (1)  2  cu.  ft.  coarse  aggregate,  (2)  2  or  3  cu.  ft.  of 
sand,  (3)  one  bag  Portland  cement,  (4)  2  or  3  cu.  ft.  of  coarse  ag- 
gregate, (5)  water.  Before  admitting  the  water  the  materials  were 
mixed  dry  for  a  period  varying  from  J4  to  J^  min.,  the  total  time 
of  mixing  being  limited  to  lJ/2  min.  as  a  maximum  and  1  min.  as 
minimum.  The  water  was  measured  by  means  of  a  gage  glass  and 
scale,  the  former  connecting  with  a  vertical  measuring  tank  placed 
above  the  mixer  (Fig.  12). 

The  concrete  was  discharged  into  wheelbarrows,  which  were 
raised  to  the  platform  of  the  staging  for  discharge  into  the  forms. 
The  concrete  was  spaded  along  the  inside  of  the  form  and  the  latter 
was  tapped  with  a  hand  hammer  to  assist  in  obtaining  a  good  con- 
crete surface. 

To  obtain  workmanship  comparable  with  that  on  field  placed 
concrete,  several  experienced  men  connected  with  local  construc- 
tion companies  were  at  different  times  placed  in  charge  of  the  mix- 
ing and  placing,  about  one-half  of  the  total  number  of  concrete 
coverings  and  columns  being  thus  placed.  The  methods  thus  in- 
troduced were  followed  in  the  mixing  and  placing  of  the  concrete 
for  the  remaining  columns. 

2.     PLASTER  ON  METAL,  LATH  PROTECTIONS 
(a)     Placing  of  Lath 

For  Test  No.  23  the  lath  for  both  the  outer  and  the  inner  layer 
was  supported  on  round  bars  held  upright  by  iron  clips  made  from 
Y%  by  1  in.  flat  bars  and  secured  to  the  structural  steel  section. 
This  method  proved  very  cumbersome  and  the  lath  for  the  other 
steel  columns  was  supported  on  ^  by  ^  m-  channels  held  in  ver- 
tical position  by  wire  ties.  The  high-ribbed  lath  was  supported 
directly  on  the  metal. 

The  lath  was  placed  around  the  column  in  horizontal  courses 
with  laps  of  about  three  inches.  Horizontal  joints  between  sheets 
had  generally  shorter  laps.  All  laps  were  wired  with  No.  18  wire 
ties  placed  3  to  6  in.  apart  vertically  and  one  on  the  middle  of  each 
side  of  the  horizontal  joints. 

(b)  Applying  the  Plaster 

The  plaster  coats  were  of  the  maximum  thickness  practicable 
with  the  given  mixture  of  plaster.  The  first  coat  of  a  layer  was 
allowed  to  set  two  to  three  days  before  applying  the  second  coat. 

The  lathing  and  plastering  were  done  by  experienced  men  ob- 
tained through  a  local  plastering  contractor. 


64 


PLACING  OF  COVERINGS  AND  COLUMNS 


HOLLOW   CLAY  TILE  AND  BRICK   PROTECTIONS  65 

3.     HOLLOW  CLAY  TILE  AND  BRICK  PROTECTIONS 

(a)  Proportioning  of  Mortar 

The  mortar  was  proportioned  by  volume  parts  of  loose  mate- 
rials. The  proportion  used  was  1  part  Portland  cement,  1  part  stiff 
lime  putty  (slaked  lump  lime)  and  4  parts  fine  bank  or  lake  sand. 

(b)  Placing  of  Tile  and  Brick 

The  coverings  were  detailed  in  advance,  and  tile  of  the  re- 
quired size  was  supplied  when  possible.  All  cutting  of  tile  and 
brick  was  done  on  the  job  with  the  hammer  or  trowel.  .  A  view  of 
tile  and  gypsum  block  protections  under  construction  is  shown  in 
Fig.  13. 

The  work  was  done  on  a  contract  basis  by  a  mason  contractor 
and  it  is  thought  that  the  workmanship  obtained  approximates 
that  secured  in  good  building  practice. 

(c)  Placing  of  Concrete  Filling 

Where  concrete  filling  was  used  the  tile  was  held  in  place  by- 
clamping  both  ways  every  2  ft.,  boards  being  placed  along  the 
protection  inside  of  the  clamps.  The  filling,  which  in  all  cases  was 
confined  to  the  space  between  the  tile  and  the  structural  section, 
was  placed  from  the  platform  of  the  staging  shown  in  Fig.  11,  the 
whole  column  being  filled  in  one  continuous  operation.  The  clamps 
effectively  held  the  tile  against  the  pressure  of  the  wet  fill  and 
very  few  mortar  joints  were  broken  from  this  cause. 

4.     GYPSUM  BLOCK  PROTECTIONS 
(a)  Proportioning  of  Mortar 

The  proportion  of  mortar  used,  1 :3,  neat  unfibered  calcined 
gypsum  and  fine  lake  sand,  was  the  richest  mixture  that  would 
work  satisfactorily  under  the  trowel,  the  materials  being  measured 
by  loose  volume. 

(b)  Placing  of  Block 

The  blocks  were  cut  from  standard  size  partition  blocks  with 
a  hand  saw,  the  resulting  pieces  being  generally  all  used  either  in 
the  covering  or  filling.    The  mortar  joints  in  the  covering  and  be- 
tween the  blocks  and  flanges  of  the  test  column  were  well  filled. 
(c)  Placing  of  Filling 

Where  wet  filling  was  used,  the  dry  materials  were  first  turned 
three  times  by  hand  and  then  mixed  with  water  in  small  batches. 
The  filling  was  placed  as  the  blocks  were  laid  up,  two  courses  being 
generally  filled  at  one  time. 

The  placing  and  filling  of  the  gypsum  coverings  was  done  by  a 
fireproofing  contractor  employing  men  experienced  in  handling 
the  given  material. 


66  PLACING  OF  COVERINGS  AND  COLUMNS 

5.     METHOD  OF  STORAGE 

Normal  air  storage  was  used  for  all  columns  and  for  the  greater 
number  of  auxiliary  test  specimens. 

The  test  columns  were  stored  in  the  testing  room,  the  tem- 
perature of  which  during  the  summer  months  was,  about  the  same 
as  that  of  the  outside  air  and  varied  during  the  winter  months 
from  5  to  25°  C.  (41  to  77°  F.). 

The  auxiliary  test  specimens  consisting  of  8  by  16-in.  concrete 
cylinders  and  2-in.  mortar  cubes  made  from  the  material  of  the 
coverings  as  placed  were  arranged  in  tiers  and  stored  near  the 
test  columns.  In  some  laboratory  tests  with  mortar  the  briquettes 
and  cubes  were  stored  for  periods  in  damp  closet  or  water  as  stated 
in  Sec.  V  (Table  28,  Appendix  D,  p.  371). 


V.    AUXILIARY  TESTS  OF  MATERIALS 

The  results  of  the  auxiliary  tests  give  information  on  the  phys- 
ical, chemical  and  thermal  properties  of  the  materials  used  in  the 
columns  and  coverings.  Where  generally  accepted  standards  in 
the  form  of  specifications  exist,  some  comparable  measure  of  qual- 
ity, is  thereby  afforded.  For  the  majority  of  the  materials  no  gen- 
eral specifications  have  as  yet  been  developed  and  their  representa- 
tive character  must  be  determined  by  the  extent  of  their  use  and 
the  methods  employed  to  obtain  material  of  average  quality. 

The  large  number  of  tests  of  concrete,  mortar  and  plaster  give 
important  information  on  their  properties  and  variability  as  made 
under  conditions  approximating  those  obtaining  in  building  con- 
structon. 

1.  TESTS  OF  STRUCTURAL,  BAR  AND  WIRE  STEEL 

Results  of  tension  tests  are  given  in  Tables  5  and  6  (Appendix 
D  .*  The  specimens  of  structural  steel,  about  seven  inches  long 
and  y%  to  J/£  in.  wide,  were  cut  before  test  from  the  upper  enlarged 
portion  of  the  column  section  by  drilling  and  sawing.  They  were 
finished  to  uniform  width  over  a  gage  length  of  2  in.  Tests  of  bar 
steel  were  made  on  the  full  sections  of  the  bars  used  except  as 
noted  in  Table  5  (p.  351). 

Specimens  for  hardness  tests  were  taken  where  tension  speci- 
mens were  difficult  to  obtain  and  results  of  tests  are  given  in 
Table  7  (p.  353). 

Chemical  analyses  of  structural  and  rivet  steel  are  given  in 
Table  8  (p.  354). 

The  column  steel  was  of  the  grade  generally  used  for  struc- 
tural purposes.  Of  the  77  structural  steel  columns  used  in  the 
tests,  36  were  donated  by  the  manufacturers  and  22  were  bought 
from  the  same  sources,  with  no  specifications  as  to  quality  of  ma- 
terial. The  steel  for  the  remaining  columns,  which  were  purchased 
at  a  later  date,  was  specified  to  conform  with  the  specifications 
for  structural  steel  for  buildings  of  the  American  Society  for  Test- 
ing Materials.  Correspondence  with  the  manufacturers  indicates 
that  all  of  the  steel  was  made  by  the  open-hearth  process  and  that 
with  the  exceptions  above  noted,  the  specifications  followed  were 


*The  tabular  matter  for  this  section  is  placed  in  Appendix  D  (p.  349-379). 

67 


68  AUXILIARY  TESTS  OF  MATERIALS 

Manufacturers'  Standard  Specifications  for  Steel  for  Railway 
Bridges  or  for  Medium  Open-Hearth  Steel,  tensile  strength  55,000 
to  70,000  Ib.  per  sq.  in.  A  few  of  the  test  results  were  above  or 
below  the  specification  limits  by  10  percent  or  less,  a  variation 
that  may  be  allowable,  considering  that  most  of  the  test  specimens 
secured  were  smaller  than  the  standard  size. 

The  metal  for  the  reinforcing  bars  was  specified  to  conform 
with  specifications  for  billet-steel  concrete  reinforcing  bars  of  the 
American  Society  for  Testing  Materials,  structural  grade.  The 
spiral  hooping  was  of  hard  drawn  wire  of  high  tensile  strength 
(87,400  Ib.  per  sq.  in.). 

2.     TESTS  OF  CAST  IRON 

Results  of  transverse  and  tension  tests  are  given  in  Table  9  (p. 
354).  The  specimens  of  the  horizontally  cast  columns  were  cut 
from  the  projecting  flanges  in  the  upper  three  feet  or  head  of  the  col- 
umn. Those  representative  of  the  metal  in  the  vertically  cast  iron 
pipe  columns,  10  A,  114  and  115,  were  cut  from  a  duplicate  column. 
Results  of  chemical  analyses  of  the  iron  in  the  horizontally  cast 
columns  are  given  in  Table  10  (p.  354). 

The  iron  for  the  horizontally  cast  columns  was  of  gray  foun- 
dry pig  with  admixture  of  machinery  casting  scrap.  The  mixture 
used  for  the  cast  iron  pipe  columns  and  caps  was  the  same  as  that 
regularly  used  in  the  manufacture  of  cast  iron  water  pipe.  The 
following  analyses  of  the  mix  were  furnished  by  the  makers: 

Horizontally  Vertically  Cast 

Cast  Columns  Columns  Caps 

Silicon   2.04  1.60  1.70 

Manganese 0.45  0.34  0.32 

Combined  carbon  0.72  ....  .... 

Phosphorus    0.714  .... 

Sulphur   0.108          0.081  0.060 

For  the  iron  in  the  horizontally  cast  columns,  the  analyses  and 
test  results  indicate  conformity  with  accepted  specifications  for 
gray-iron  castings  of  medium  weight.  For  the  vertically  cast  col- 
umns, tests  of  specimens  cut  from  one  end  of  the  duplicate  column 
gave  transverse  and  tension  values  about  equal  to  the  specification 
limits  and  those  of  specimens  cut  from  the  other  end  gave  values 
lower  by  about  15  percent. 


TESTS  OF  PORTLAND  CEMENT         *  69 

3.  TESTS  OF  PORTLAND  CEMENT 

Tests  of  the  Portland  cement  used  in  the  columns  and  cover- 
ings were  made  by  the  Washington  and  Pittsburgh  laboratories 
of  the  Bureau  of  Standards  and  by  the  R.  W.  Hunt  Company.  The 
results  are  given  in  Tables  11  to  13  (p.  355-357).  Sample  Nos. 
1  to  5  and  B-l  and  B-2,  Table  11,  H-l  to  H-6,  Table  12,  and  H-l 
to  H-3,  Table  13,  were  all  from  the  mill  shipment  received  in  April, 
1916.  Sample  Nos.  H-7  and  H-8,  Table  12,  were  of  a  later  pur- 
chase of  the  same  brand  as  the  original  mill  shipment.  Sample 
No.  12,  Table  11,  was  of  the  Portland  cement  used  in  rilling  the 
pipe  column  of  Test  No.  12.  All  samples  were  individual  sack 
samples  taken  from  the  portions  of  the  shipment  used  at  the  given 
time. 

The  time  of  setting  was  determined  with  the  Gillmore  needles 
in  all  tests.  Other  details  of  the  tests  conformed  with  the  speci- 
fications published  by  the  American  Society  for  Testing  Materials, 
1916.  As  based  on  average  results,  the  tests  indicate  conformity 
with  the  given  specifications  within  the  pertaining  limits  and  tol- 
erances, excepting  the  test  of  sample  No.  12.  The  latter  gave  low 
results  in  points  of  fineness  and  7-day  tensile  strength. 
4.  TESTS  OF  SAND 

The  chemical  and  physical  properties  of  the  concrete  and  finer 
sands  are  given  in  Tables  14  to  17  (p.  357-359). 

The  specific  gravity  was  determined  by  measuring  the  volume 
of  benzine  displaced  by  a  given  dry  weight  of  sand  in  a  Le  Chate- 
lier  apparatus. 

The  weight  per  cu.  ft.  is  that  of  the  loose  dry  sand  poured 
into  the  measure  without  shaking  or  bumping  and  leveled  off  even 
with  its  top. 

The  weight  of  the  dry  contents  of  a  cubic  foot  of  the  sand  as 
used  on  the  work  was  somewhat  less  than  that  given  in  the  tables, 
due  to  the  moisture  contained,  which  caused  it  to  assume  greater 
bulk  than  in  the  dry  condition,  the  difference  being  about  ten  per- 
cent with  coarse  sand  of  3  percent  moisture  content.  With  the 
finer  sands  the  decrease  in  weight  was  about  25  percent  as  caused 
by  a  moisture  content  of  4  percent. 

The  percentage  of  computed  voids  was  taken  equal  to  the  fol- 
lowing relation  of  values, 

10Q   / Weight  per  cu.  ft.  (dry) \ 

V — Specific  grav.X  weight  of  cu.  ft.  of  water/ 

The  granular  analysis  gives  percentages  by  weight  passing  the 
given  sieve  openings. 


70  AUXILIARY    TESTS    OF    MATERIALS 

5.  TESTS  OF  COARSE  CONCRETE  AGGREGATES 

Chemical  analyses  and  physical  properties  of  the  broken  stone, 
gravel  and  cinder  used  for  concrete  aggregate  are  given  in  Tables 
18  and  19  (p.  359). 

The  physical  properties  were  determined  according  to  the 
methods  given  for  tests  of  sand,  except  that  apparent  specific  grav- 
ity was  determined  in  water  in  a  graduated  vessel  on  the  saturated 
aggregate,  and  was  taken  as  the  ratio  of  the  dry  weight  to  that  of 
the  water  displaced. 

6.     SOURCE  AND  CLASSIFICATION  OF  CONCRETE 
AGGREGATES 

The  sands  and  coarse  aggregates  used  for  concrete  were  ana- 
lyzed for  mineral  composition  and  their  chief  constituents  are  given 
in  Table  20  (p.  360).  Further  information  on  their  mineral  compo- 
sition, geological  origin,  geographic  location  and  the  method  of 
preparing  them  for  commercial  use  are  given  in  the  following 
descriptions. 

(a)  Fox  River  Sand.    This  sand  was  obtained  from  a  sand  and 
gravel  deposit  about  three  miles  east  of  Elgin,  111.  After  crushing  of 
the  oversized  gravel,  the  whole  is  washed  and  screened  to  size. 
The  grade  is  known  in  the  Chicago  market  as  coarse  "torpedo" 
sand,  the  general  maximum  size  of  grains  being  J4  in-     It  is  clean 
and  very  sharp,  only  15  percent  of  the  grains  being  rounded. 

The  sand  is  of  glacial  origin  and  its  principal  mineral  con- 
stituents are,  calcite  and  dolomite,  44  percent;  quartz  and  chert, 
39  percent.  Ferro-magnesians,  chiefly  biotite,  pyroxene  and  horn- 
blende constitute  4  percent.  No  free  clay  matter  was  present,  al- 
though about  2  percent  of  hydrous  aluminum  silicates  were  con- 
tained in  the  calcite  and  dolomite. 

(b)  Joliet  Sand.     This  is  a  clean,  sharp,  glacial  sand  obtained 
from  a  sand  and  gravel  deposit  at  Rockdale,  111.,  the  method  of 
preparation  and  grading  being  the  same  as  for  Fox  River  sand.  The 
chief  mineral  constituents  are,  calcite  and  dolomite,  47  percent; 
quartz,  42  percent;  feldspar,  chiefly  orthoclase   (KA1S3O8),  7  per- 
cent; ferro-magnesians,  chiefly  as  biotite,  mica  and  hornblende,  3 
percent. 

.  (c)  Meramec  River  Sand.  This  sand  is  obtained  incidentally 
to  screening  and  washing  of  gravel  dredged  from  the  bed  or  banks 
of  the  Meramec  River  at  Drake,  Mo.  It  consists  almost  wholly  of 
quartz  and  chert  grains  formed  from  sandy  chert  by  rolling  in  the 
stream  bed.  A  small  amount  of  calcite  (one  percent)  is  present 


CLASSIFICATION  OF  CONCRETE  AGGREGATES  71 

as  a  coating  on  some  of  the  grains.     The  quartz  grains  are  fully 
rounded,  while  the  chert  is  partly  rounded  or  subangular. 

(d)  Long  Island  Sand.     This  sand  was  obtained  from  banks 
near  Roslyn,  Long  Island,  N.  Y.,  and  was  screened  and  washed.     It 
is  a  glacial  sand  formed  from  the  crystalline  rocks  of  New  England. 
The   principal   constituents   are   quartz   and   feldspar,   with   minor 
amounts  of  ferro-magnesians,  slate,  magnetite  and  cinders.  The  cin- 
ders are  not  an  original  constituent  of  the  sand.   The  sand  is  clean, 
sharp  and  angular,  the  grains  showing  little  rounding. 

(e)  Pelee  Island  Sand.    This  sand  was  dredged  by  boat  from 
the  bottom  of  Lake  Erie,  at  Fish  Point,  Pelee  Island,  Ontario.     It 
is  of  glacial  origin  with  sharp  and  angular  grains  that  show  almost 
no  rounding.     Of  the  mineral  constituents,  calcite  and  dolomite 
constitute  32  percent,  chert  and  quartz,  51  percent.    Clay  is  present 
to  the  extent  of  4  percent,  of  which  about  one-half  is  free  clay 
matter  and  the  rest  shale. 

(f)  Plum  Island  Sand.    This  sand  was  dug  on  a  beach  at  Plum 
Island  on  the  Massachusetts  coast  and  was  not  screened  or  washed. 
It  is  of  glacial  origin,  although  much  modified  by  ocean  waves  and 
currents.    About  50  percent  of  the  grains  have  been  worn  to  a  sub- 
angular  condition  and  about  3  percent  are  well  rounded.    It  is  fine 
grained  and  contains  no  free  clay  material,  the  mineral  composition 
being  otherwise  closely  identical  with  that  of  the  Long  Island  sand. 

(g)  Chicago   Limestone.     The   stone,  which  was   crushed  to 
nominal  ^-in.  size,  was  quarried  at  Gary,  Indiana,  from  a  ledge 
of  the  Niagara  formation.     It  is  a  true  dolomite   (calcium  magne- 
sium carbonate),  carrying  a  moderate  amount  of  clayey  impurities. 

(h)  Joliet  Gravel.  This  is  obtained  from  the  same  source  as 
Joliet  sand.  It  is  a  glacial  gravel,  consisting  largely  of  limestone 
pebbles,  of  which  20  percent  are  rounded  and  60  percent  subangu- 
lar or  partly  rounded.  Mineralogically  the  composition  is  86  per- 
cent dolomite,  containing  about  5  percent  clayey  impurities ;  5  percent 
quartz  in  the  form  of  sandstone  and  quartzite;  2  percent  quartz,  5 
percent  feldspar  and  2  percent  ferro-magnesian  silicates  as  pebbles 
of  granite,  gabbro  and  other  basic  igneous  rocks. 

(i)  Meramec  River  Gravel.  The  pebbles  consist  almost  en- 
tirely of  chert,  an  amorphous  form  of  silica,  containing  a  variable 
amount  of  water  in  chemical  combination.  In  the  sample  exam- 
ined, 85  percent  of  the  pebbles  showed  no  trace  of  an  earlier  struc- 
ture, 4  percent  were  sandstone  replacements,  9  percent  were  lime- 
stone replacements  and  2  percent  had  once  been  shale.  The  gravel 
is  colored  brown  with  limonite  (2Fe2O3.  3H2O). 


72  AUXILIARY    TESTS    OF    MATERIALS 

(j)  New  York  Trap  Rock.  This  was  quarried  at  Haverstraw, 
N.  Y.,  from  the  northern  end  of  the  sill  of  diabase  which  extends 
along  the  western  shore  of  the.  Hudson  River  from  this  point  to 
Staten  Island,  forming  the  Palisades  of  the  Hudson.  It  is  an.  in- 
trusive igneous  rock  of  finely  crystalline  texture.  Of  the  minerals 
present,  feldspar,  chiefly  plagioclase  (Ca  A12  Si2O8),  with  some  al- 
bite  feldspar  (NaAISi3O8),  constitute  71  percent;  ferro-magnesians 
as  augite,  19  percent,  and  as  olivine,  7  percent.  In  addition  to  2 
percent  of  magnetite  (Fe3O4),  there  are  present  scattered  crystals 
of  quartz  (SiO2)  and  apatite  [Ca5F  (PO4)3]. 

(k)  Rockport  Granite.  This  stone  was  quarried  at  Rockport, 
Mass.,  and  is  sometimes  known  as  Cape  Ann  granite.  It  is  an  in- 
trusive igneous  rock  that  crystallized  under  great  pressure  from  a 
fused  condition.  The  mineral  composition  is  59  per  cent  feldspar, 
chiefly  orthoclase  (KA1  Si3O8)  with  some  albite  (NaAlSi3O8)  ;  35 
percent  quartz;  5  percent  ferro-magnesian  silicate  as  hornblende 
[(Fe,  Mg)  SiOJ. 

The  feldspars  show  slight  alteration  to  kaolin  and  chlorite. 
The  quartz  contains  many  tiny  cavities  filled  with  gases  and  water 
occluded  when  the  rock  was  formed. 

(1)  Cleveland  Sandstone.  The  stone  was  quarried  at  Amherst, 
Ohio,  and  geologically  is  known  as  Berea  sandstone  or  Berea  grit. 
It  is  a  pure  sandstone,  98  percent  consisting  of  subangular  grains 
of  quartz. 

(m)  Hard  Coal  Cinders.  This  is  an  anthracite  cinder  repre- 
sentative of  the  product  used  for  cinder  concrete  in  New  York, 
N.  Y.  It  consists  largely  of  a  porous  fused  mass  of  basic  silicates, 
apparently  high  in  lime  and  magnesia  and  low  in  iron.  There  is 
present  about  10  percent  of  unburned  coal  and  5  percent  unfused 

ash-  7.     TESTS  OF  CONCRETE 

The  quality  of  the  concrete  secured  is  thought  to  represent 
that  of  field  placed  concrete  as  nearly  as  it  can  be  conveniently  du- 
plicated under  laboratory  conditions.  The  method  used  for  pro- 
portioning the  dry  materials  was  more  accurate  and  the  time  of 
mixing  longer  than  now  generally  obtain  on  construction  work. 
The  range  of  consistency  resulting  from  the  method  employed  for 
mixing  the  concrete  is  deemed  to  be  representative  of  current  field 
conditions.  Where  concrete  is  properly  placed  in  large  building 
members,  its  properties  are  probably  more  uniform  than  as  given 
by  tests  of  the  relatively  smaller  cylinders,  being,  for  a  given  mix- 
ture and  consistency,  more  nearly  the  average  values  obtained  in 
the  tests. 


TESTS  OF  CONCRETE  73 

(a)  Test  Specimens 

Four  cylinders  of  8-in.  diameter  and  16-in.  length  were  molded 
of  the  concrete  mixed  for  each  concrete  covering,  filling  or  column. 
Cylinders  were  also  taken  of  the  concrete  in  the  head  protections 
of  some  of  the  columns  where  the  method  of  mixing  had  been 
modified  so  as  to  give  information  on  the  effect  of  a  lower  water 
content  and  of  a  longer  mixing  period. 

The  molds  were  of  cast  iron  with  machined  base  plates.  After 
the  concrete  had  set  and  before  removal  of  the  molds,  the  cylin- 
ders were  capped  with  a  plastic  mixture  of  Portland  cement  and 
calcined  gypsum  applied  even  with  the  top  of  the  molds  by  means 
of  a  finished  iron  plate,  which  remained  in  place  until  the  mixture 
had  set.  In  molding,  care  was  taken  to  obtain  the  same  consis- 
tency of  concrete  in  the  cylinders  as  in  the  column.  Except  for 
spading  with  a  thin  tool  near  the  surface,  the  concrete  was  not 
puddled  or  tamped  in  the  mold. 


14. — Concrete  cylinder  after  test. 


74  AUXILIARY    TESTS    OF    MATERIALS 

(b)  Percent  Water  in  Concrete  Mixture 

The  water  introduced  in  mixing  was  measured  at  the  mixer 
and  for  all  but  the  first  15  columns  covered,  that  present  in  the 
aggregates  was  determined  from  samples  taken  on  the  day  the  con- 
crete was  mixed.  The  dry  weight  in  pounds  per  cubic  foot  of  the  ag- 
gregates as  used  was  determined  in  a  number  of  separate  tests  with 
each  aggregate  in  which  the  same  methods  of  filling  the  measures 
were  used  as  were  employed  in  proportioning  materials  for  the  con- 
crete. The  net  weight  per  bag  of  Portland  cement  was  found  to 
be  very  nearly  94  pounds.  The  water  content  of  the  mixture  is 
the  sum  of  the  water  introduced  and  that  contained  in  the  aggre- 
gates, and  in  the  tables  and  diagrams  is  expressed  as  a  percentage 
of  the  total  dry  weight. 

While  the  above  method  gives  a  fair  comparison,  in  point  of 
consistency,  of  concrete  made  from  the  same  aggregate,  the  com- 
parison between  those  of  different  aggregates  is  less  direct,  due  to 
differences  in  specific  gravity  and  absorption. 

(c)  Testing  of  Concrete  Cylinders 

Two  cylinders  of  each  set  were  tested  in  compression  at  the 
age  of  four  weeks  and  two  at  the  time  the  corresponding  column 
was  tested.  In  the  case  of  the  latter,  the  compressive  load  was 
applied  by  increments  of  about  10,000  pounds  and  the  deformation 
measured  over  a  10-in.  gage  length  by  means  of  an  Ames  dial  gage 
mounted  in  a  pivoted  frame  (Fig.  14)'.  The  results  of  tests  on  con- 
crete mixed  for  the  protections  and  columns  are  given  in  Table  21 
(p.  361)  and  those  of  the  concrete  in  some  of  the  head  protections 
in  Table  22  (p.  365). 

(d)   Compressive  Strength  of  Concrete 

The  diagrams  in  Figs.  15  and  16  give  the  average  and  range 
of  compressive  strength  of  the  cylinders  taken  from  the  concrete 
mixed  for  the  columns,  their  covering  and  filling.  In  Figs.  17  and 
18  the  general  effect  of  consistency  on  compressive  strength  is 
shown.  Herein  are  also  included  the  tests  (Table  22)  made  to 
study  the  effect  of  a  lower  water  content.  Fig.  19  gives  a  compari- 
son of  the  strength  of  concrete  mixed  for  one  minute  and  for  two 
minutes. 

The  mixtures  having  a  water  content  of  9  to  11  percent  were 
of  quaking  or  mushy  consistency,  the  drier  ones  being  discharged 
from  the  mixer  with  considerable  difficulty.  The  higher  water 
percentages  (12  to  15)  represent  varying  degrees  of  fluid  consis- 
tency. The  restricted  space  in  which  some  of  the  concrete  was 
placed  made  fluid  or  semi-fluid  consistencies  necessary  in  order  to 


TESTS  OF  CONCRETE 


75 


secure  proper  placement,  although  beyond  the  point  where  water 
collects  above  the  concrete  after  discharge,  little  is  gained  in  this 
particular  by  the  excessive  use  of  water.  For  a  given  consistency 
the  cinder,  and  to  less  extent,  the  sandstone,  required  a  larger 
amount  of  water  than  the  other  aggregates  due  to  greater  absorp- 
tion. 


CL 

o 
O 


3500 


3000 


2500 


1500 


(0 

-i       1000 


500 


Number  of  Tests  .                                           Number  of 

II    8  25   II   20   5    5                                                     118   ^5   II  i 

Test^ 
5    5 

• 

i 

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i^ 

£ 

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Minimum 

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{ 

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—  ( 

- 

- 

i 

I 

3 
f. 

0  29  29  28  28  30  27                                                491  460455462471  488  458 
werage  Age  in  Days                                             Average  Age  in  Days 

Fig.  15. — Average  and  range  of  compressive  strength  of  1:2:4  and  1:2:5 

concrete. 


76 


AUXILIARY  TESTS  OF  MATERIALS 


2500 


£000 


? 

t       1500 


1000 


Number  of  Tests                                                       Number  of  Testa 
8        5        2        16                                                          8521 

I 

1 

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29      29      29     29                                                   497   430  459  476 
Average  Age  in  Days                                               Average  Age  In  Days 

Fig.  16. — Average  and  range  of  compressive  strength  of  1:3:5  concrete. 


For  the  concrete  in  the  columns  and  coverings  (Table  21)  the 
amount  of  water  introduced  was  determined  by  the  man  in  charge 
of  the  mixing  and  placing  of  concrete  for  the  given  column,  the 
water  for  the  first  batch  being  added  by  increments  until  the  de- 
sired consistency  was  attained.  For  the  concrete  in  the  head  pro- 
tections (Table  22)  the  amount  of  mixing  water  necessary  for  any 
desired  total  moisture  content  was  generally  predetermined,  know- 
ing the  dry  weight  of  the  aggregates  employed  and  their  moisture 
content  at  the  given  time. 


TESTS  OF  CONCRETE 


77 


2OOO 


1500 


>     1000 


500 


IO 


D   Water  in  Mixture,  Percent  of  Weight  of  Total  Dry  Materials 

Fig.  17. — Effect  of  consistency  on  compressive  strength  of  concrete.    Average 

age,  28  days. 


sf   3000 

i 

«   8500 

-Q 
5    2000 

2 

S 

w    1500 
a 

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^% 

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1     500 

OK4  crScaqoIlmestone 
•35  Chicago  Limestone 
-HM  New  WK  Trxjp 
xte4  Rochport  Granile 
Ote4Meramec  RGravel 

O     ( 

'• 

X 

% 

• 

V 

* 

•H 

D 
o 

9 

Water  in  Mixture,  Percent  of  Weight  of  Total  Dry  Materials 

Fig.  18. — Effect  of  consistency  on  compressive  strength  of  concrete.    Average 

age,  490  days. 


78 


AUXILIARY    TESTS    OF    MATERIALS 


S"  4000 


Q. 
O 

O 


300O 


2000 


•E    1000 


Each  point  is  the 
avera5e  of  two  tests 


Time  of  Mixing   in   Minutes 

). — Effect  of  time  of  mixing  on  compressive  strength  of  concrete. 


(e)  Modulus  of  Elasticity  of  Concrete 

A  comparison  of  values  for  450,  650  and  850  Ib.  per  sq.  in,  is 
given  in  Fig.  20  as  obtained  from  Table  21.  The  modulus  of  elas- 
ticity is  taken  as  the  ratio  of  the  given  unit  stress  to  the  corre- 
sponding total  unit  deformation.  In  Fig.  21  the  variation  with 
ultimate  compressive  strength  is  shown,  and  in  Fig.  22,  the  effect 
of  water  content  of  the  mixture.  The  plots  are  based  on  values  of 
modulus  of  elasticity  given  in  Tables  21  and  22  for  stress  of  650  Ib. 
per  sq.  in. 

In  all  tests  the  age  of  the  concrete  was  over  one  year  and  the 
values  of  modulus  of  elasticity  found  are  on  the  average  higher 
than  those  generally  taken  to  obtain  for  concrete  at  lower  age. 


TESTS  OF  CONCRETE 


79 


c 

X 

•M 

'o 

'•i 

_« 
UJ 

•s 

(0 


450  65O  85O 

Unit  Compress! ve  Stress,  Ib.  per  sq.  in. 

Fig.  20. — Modulus  of  elasticity  of  concrete  at  450  to  850  Ib.  per  sq.  in. 


ff 

^^      O 

00 

. 

+ 

1-    ^ 

0 

o 

oX? 

x 

-1- 

0 
0 

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£ 

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0  o 

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LEGE 
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+  NewYt 
x    RocKpo 
jd"  Merame 
O  .JolieT 
tX  Clevela 
94  Tests.  Av 

ND 
Limestone 
rK  Trap 
1  Granite 
C  R.  Gravel 
3ravei 
id  Sandstone 
ocje  476  da^s 

So 

/o 

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t>. 

t, 

tt. 

0 

+ 

+ 

OO            1000           I50O         2OOO         25OO         3OOO         35OO         4O 

Fig. 


Ultimate  Compressive  Strength,  Ib.  per  sq.   in. 

21. _ Modulus   of   elasticity   of   1:2:4   concrete   at   650    Ib.   per   sq.    in 
Variation  with  ultimate   compressive  strength. 


80 


AUXILIARY    TESTS    OF    MATERIALS 


\5 


Water  in  Mixture,  Percent  of  Weight  of  Total   Dry  Materials 

Fig.  22. — Effect  of  consistency  on  modulus  of  elasticity  of  concrete  at  650  Ib. 

per  sq.  in. 


8.     TESTS  OF  LIME 

Chemical  analyses  and  physical  properties  of  quick  lime  and 
hydrated  lime  are  given  in  Table  23.  The  analyses  disclosed  a  high 
calcium  lime.  The  quicklime  passed  standard  specifications,  but 
the  hydrated  product  failed  in  point  of  CO2  content,  fineness,  and 
soundness.  The  latter  was  used  only  as  a  minor  component  in  the 
Portland  cement  plaster  protections. 

9.     TESTS  OF  CALCINED  GYPSUM 

Analyses  and  tests  of  Eastern  and  Western  gypsum  are  given 
in  Table  24  (p.  366). 

10.    TESTS  OF  MORTAR,  PLASTER  AND  FILLING 

Results  of  compression  tests  on  the  mortar  and  plaster  used 
in  the  coverings  are  given  in  Tables  25  to  27  (p.  367-370)  and  a  further 
comparison  of  average  and  range  of  compressive  strengths  is  given  in 
Fig.  23.  The  specimens  for  these  tests  were  taken  of  the  mate- 
rials as  mixed  by  the  workmen.  They  were  stored  in  air  without 
artificial  drying  or  curing. 


TESTS  OF  MORTAR,  PLASTER  AND  FILLING 


81 


£ 

•3500 
L 

.0  3000 
o»£500 
w  2000 

4) 

|  1500 
a 

o  1000 

"1     50O 

D          O 

"1 

( 

Maximum                                                      „    j 

> 

"^^^^^_ 

Average  4 

^^ 

A  . 

!•  Minimum 
3?  twit  -  1  1:4  Portland  Cement-Gme  Mortar  -  32  tests  X 

Av  age  25  days 
_  >-     tests-  13  Gygsum  Mortar 

Avag«507daysT 
14  tests  A        • 

X  Av  as?e  29  day  s 

Ava^e503daysW 

Fig.  23. — Average  and  range  of  compressive  strength  of  mortar  and  plaster. 

The  results  of  a  series  of  mortar  tests  made  by  the  Pittsburgh 
laboratory  of  the  Bureau  of  Standards  are  given  in  Table  28  (p.  371). 
The  same  materials,  proportions  and  average  percentage  of  water  were 
used  as  for  the  mortar  and  plaster  of  the  column  coverings. 

Table  29  (p.  369)  gives  results  of  compression  tests  on  cylinders 
molded  of  the  mixture  with  which  gypsum  block  protections  were  filled. 

11.     TESTS  OF  HOLLOW  CLAY  TILE 
(a)  Classification  and  Description 

The  characteristics  of  the  hollow  tile  employed  as  column 
covering  are  given  in  Table  30  (p.  372). 

The  straight  partition  tiles,  Nos.  A  to  E,  were  non-porous, 
that  is,  burnt  without  sawdust  or  other  filling.  The  curved  tiles, 
Nos.  F,  G  and  H,  in  point  of  method  of  manufacture,  were  porous 

(b)   Porosity  and  Absorption 

The  porosity  of  the  burnt  clay  (Table  31,  p.  373-374)  was  obtained 
by  drying  samples  of  tile  to  constant  weight  at  112°  C,  and  immersing 
in  hot  water  under  vacuum  of  24  in.  of  mercury  for  about  four 
hours,  the  porosity  being  based  on  the  ratio  of  volume  of  water  ab- 
sorbed to  that  of  the  test  specimen.  The  weight  of  water  absorbed 
is  also  expressed  in  Table  31  as  a  percentage  of  the  dry  weight. 


82  AUXILIARY    TESTS    OF    MATERIALS 

(c)    Compressive  and  Transverse   Strength 

Table  31  gives  results  of  compression  tests  of  all  types  of  hol- 
low tile  used  in  the  column  coverings.  The  curved  tile  was  tested  on 
end  and  the  partition  tile  was  tested  both  on  end  and  on  edge.  By 
the  latter  method  the  load  was  sustained  by  the  outer  shells  only  and 
the  average  maximum  unit  loads  developed  are  in  all  cases  lower 
than  for  the  tests  made  with  the  tile  on  end. 

The  transverse  tests  (Table  32,  p.  375)  were  made  with  center  load 
and  supports  10  in.  apart.  Failure  generally  occurred  on  inclined 
planes  extending  from  points  on  the  lower  surface  upward  toward 
the  loading  line.  In  calculating  the  maximum  outer  fiber  stress  and 
horizontal  shear,  the  moment  of  inertia  and  other  properties  of  the 
section  were  obtained  using  the  measured  dimensions  of  each  test 
specimen, 

(d)  Temperature  of  Vitrification  and  Fusion 

In  determining  temperature  of  vitrification  a  number  of  pieces 
of  each  kind  of  tile  were  dried  and  weighed  as  for  the  porosity  tests, 
and  heated  to  800°  C.  in  a  muffle  furnace  after  which  samples  were 
withdrawn  at  temperature  intervals  of  30°  C.,  allowed  to  cool 
slowly  and  tested  for  porosity.  The  temperature  of  vitrification  was 
taken  as  the  point  or  region  of  minimum  porosity. 

In  preparing  samples  for  the  fusion  test,  fragments  of  a  num- 
ber of  tiles  from  the  same  clay  were  broken  up  and  a  sample  ob- 
tained by  quartering.  This  was  ground  and  again  sampled,  the  final 
sample  being  ground  to  pass  through  an  80-mesh  sieve  and  made 
into  cones  J/s  in.  high.  These  were  fired  in  a  small  pot  furnace 
between  standard  cones,  the  temperature  of  the  furnace  being  de- 
termined with  platinum  thermocouples.  Softening  was  indicated 
when  the  tip  of  the  test  cone  went  over.  Fusion  was  taken  as  oc- 
curring at  the  stage  when  the  tip  of  the  cone  reached  the  level  of 
its  base. 

The  temperatures  of  vitrification  and  fusion  determined  for  the 
hollow  tile  and  brick  are  given  in  Table  33  (p.  376). 

12.     TESTS  OF  BRICK 

Results  of  tests  giving  the  porosity,  absorption,  compressive 
and  transverse  strength  of  the  brick  used  in  the  brick  protections, 
are  given  in  Tables  34  to  36  (p.  376-377). 

The  brick  was  made  in  the  Chicago  district  of  calcareous  sur- 
face clay  and  burnt  to  medium  hardness,  the  color  being  gen- 
erally light  red.  The  average  dimensions  in  inches  were  2^  by 

by  8. 


. 

TESTS  OF  GYPSUM  BLOCK  AND  WALL  BOARD  83 

13.     TESTS  OF  GYPSUM  BLOCK 

Results  of  porosity,  compression  and  transverse  tests  of  gyp- 
sum block  are  given  in  Tables  37  to  39  (p.  378-379). 

The  porosity  tests  were  made  on  pieces  of  block  dried  for  24 
hr.  at  60°  C.  and  saturated  in  kerosene  under  vacuum,  the  method 
being  in  other  respects  the  same  as  given  above  for  clay  tile. 

In  calculating  modulus  of  rupture,  the  outside  dimensions  ot 
the  block  were  used,  the  scoring  and  imprints  being  neglected. 

14.     TESTS  OF  GYPSUM  WALL  BOARD 

Results  of  transverse  tests  on  gypsum  wall  board,  in  the  dry 
condition  and  after  saturation  in  water,  are  given  in  Table  40  (p.  379). 
The  strength  of  the  board  was  limited  by  the  tensile  strength  of  the 
paper  facing,  the  latter  developing  greater  resistance  when  the 
strain  was  parallel  with  the  grain  of  the  paper. 


84 


DESCRIPTION  OF  FURNACE   EQUIPMENT 


vlndicotinq  Potentiomerer 

~  Rotary  Switch 
Push  Button  Switch 


Fig.  24.— Plan  of  testing  room. 


VI.     DESCRIPTION  OF  FURNACE  AND 
RELATED  EQUIPMENT 

The  furnace  and  accessory  equipment  used  in  the  tests  were 
specially  designed  for  the  purpose  and  consist  of  a  carriage  and 
traveling  crane  for  handling  the  test  columns,  a  furnace  in  which 
the  columns  are  subjected  to  fire,  a  ram  with  restraining  frame  for 
applying  load,  and  hydrant  with  means  for  applying  water  in  the 
fire  and  water  tests. 

1.     BUILDING 

The  tests  were  made  at  Underwriters'  Laboratories,  Chicago, 
111.,  in  a  building  designed  for  work  of  this  character,  a  partial 
plan  of  which  is  given  in  Fig.  24  and  a  sectional  elevation  through 
the  center  in  Fig.  25. 

The  central  portion  of  the  building  wherein  the  furnace  for 
testing  columns  is  located,  is  in  one  story  about  37  feet  high,  an 
intermediate  operating  floor  being  located  in  the  outer  bays.  Slid- 
ing skylights  in  the  roof  of  the  building  above  the  furnace  pro- 
vide means  for  ventilation.  The  operator's  station  on  the  upper 
floor  is  enclosed  within  fire  resistive  partitions  with  openings  pro- 
tected by  wired  glass. 

2.     APPARATUS   FOR  HANDLING  COLUMNS 

A  carriage  traveling  on  the  lower  flange  of  the  I-beams  placed 
above  the  storage  bays  for  the  columns  is  used  for  transferring  the 
latter  to  the  traveling  crane.  The  column  to  be  moved  is  lifted 
on  threaded  rods  passing  through  the  top  plate  of  the  column  and 
plates  supported  on  a  truck  contained  within  the  carriage.  This 
truck  carries  the  column  from  the  traveling  crane  to  its  loca- 
tion in  the  furnace  on  I-beams  (a,  Fig.  25)  spanning  the  space 
above  the  furnace  (Fig.  24). 

The  column  is  finally  attached  to  the  head  of  the  loading 
ram  and  lowered  into  position, 

3.     LOADING  APPARATUS 
(a)  Loading  Ram 

The  special  hydro-pneumatic  ram  used  for  loading  the 
columns  was  designed  to  maintain  a  constant  load  during  the  test 
and  to  develop  characteristic  deformation  at  the  point  of  failure. 
The  main  ram  is  36  in.  in  diameter  and'  is  connected  with  a  smaller 
lifting  ram  supported  on  its  upper  head.  The  operating  medium 
is  water  maintained  at  the  required  pressure  by  an  air  compressor 
which  discharges  into  steel  pressure  tanks  connected  with  the  ram 
cylinder  through  a  6-in.  main.  A  pump  is  also  provided  to  main- 
tain the  water  at  any  given  level. 

85 


86 


•DESCRIPTION   OF   FURNACE   EQUIPMENT 


Fig.  25. — Elevation  of  testing  machine. 


LOADING  APPARATUS  87 

Provision  is  also  made  for  applying  load  by  pumping  water 
directly  into  the  main  cylinder.    The  gate  valve  in  the  main  leading 
to  the  air  pressure  tanks  is  in  this  case  closed  and  regulation  of 
pressure  obtained  with  a  spring  relief  valve. 
(b)  Controlling  Devices 

A  gate  valve  is  placed  in  the  pipe  connection  between  the 
pressure  tanks  and  the  main  cylinder,  and  also  an  automatic  cut- 
off valve  which  shuts  off  the  pressure  tanks  and  releases  the  pres- 
sure in  the  main  cylinder  after  a  predetermined  downward  move- 
ment of  the  plunger  of  the  ram  has  taken  place.  For  the  present  tests 
the  valve  was  set  to  begin  shutting  off  pressure  after  the  plunger  had 
gone  down  2  in.,  the  valve  releasing  the  pressure  after  an  addi- 
tional 1%-in.  downward  movement.  This  caused  maximum  center 
deflection  of  the  column  at  failure  of  about  15  in.  As  a  further  pre- 
caution a  pressure  of  not  less  than  400  Ib.  per  sq.  in.  was  main- 
tained in  the  lifting  cylinder. 

The  portion  of  the  main  cylinder  chamber  below  the  piston  is 
connected  with  the  outside  air  and  also  with  a  closed  discharge 
chamber,  with  the  latter  through  perforations  in  the  cylinder  lin- 
ing. A  depth  of  water  is  maintained  in  this  part  of  the  cylinder 
to  act  as  a  cushion  in  case  the  travel  of  the  ram  piston,  following 
a  sudden  column  failure,  should  extend  to  the  end  of  the  cylinder. 

To  obtain  an  approximate  record  of  the  load  sustained  by  the 
column  during  test  and  during  the  period  of  failure,  a  steam  engine 
indicator  was  mounted  on  the  control  board  (S,  Fig.  27)  with  its 
pressure  chamber  connected  with  the  main  cylinder  of  the  ram 
and  the  drum  actuated  by  a  cord  attached  to  the  ram  plunger.  The 
resulting  card  diagram  indicated  on  axes  at  right  angles,  the  pres- 
sures in  the  main  cylinder  and  the  corresponding  positions  of  the 
ram  plunger. 

For  convenience  in  operating,  the  valves  for  admitting  and  re- 
leasing pressure  to  all  parts  of  the  loading  system  are  located  at 
the  control  board  (Fig.  27).  Here  are  also  located  the  load  and 
pressure  indicating  gauges  and  the  automatic  and  manually  oper- 
ated controls  for  the  starting  switches  of  the  air  compressor  and 
water  pump.  The  main  features  of  the  installation  are  shown  in 
Fig.  25,  minor  piping  and  details  being  omitted. 
(c)  Restraining  Frame 

The  ram  is  supported  from  the  upper  transverse  members  of 
the  frame,  the  lower  set  being  embedded  in  the  foundation  pit. 
Each  set  consists  of  two  pairs  of  24-in.  I-beams  with  cover  plates. 
Two  vertical  tension  bars  on  each  side  carry  the  reactions  from  the 


88  DESCRIPTION   OF   FURNACE   EQUIPMENT 

applied  column  loads.     The  lower  end   of  the  ram  is  supported 
laterally  in  an  intermediate  cross  frame. 

(d)  Bearing  Details 

The  ends  of  the  test  column  are  bolted  to  rolled  steel  plates 
2  in.  thick,  which  are  in  turn  bolted  to  a  cast  steel  foundation  plate 
at  the  bottom  and  to  the  lower  flanged  head  of  the  ram  at  the  top. 
Between  these  and  the  column  plates  are  placed  adjustable  bear- 
ings consisting  of  skew  steel  discs,  the  middle  two  of  which  can 
be  turned  to  obtain  even  bearing. 

(e)     Capacity  and  Calibration 

The  machine  has  a  load  capacity  of  545,000  Ib.  and  has  been 
calibrated  by  the  Bureau  of  Standards,  using  a  comparison  bar 
whose  load-deformation  relation  was  determined  in  the  2,300,000-lb. 
Emery  testing  machine  at  Washington. 

The  accuracy  of  loading  within  the  range  used  in  this  series 
of  tests  can  generally  be  taken  to  be  within  one  percent  of  the  ap- 
plied load,  with  a  possible  extreme  variation  of  two  percent.  The 
errors  incurred  are  due  to  variation  in  the  ram  friction  and  in  the 
indication  of  the  test  gauges  used  for  determining  the  load.  The 
latter  were  calibrated  in  a  dead  weight  gauge  tester  before  or  after 
each  test. 

4.     TESTING  FURNACE 
(a)  Combustion  Chamber 

The  chamber  is  7  ft.  square  and  12  ft.  high,  exclusive  of  two 
shallow  pits  to  receive  falling  material  and  carry  off  water  during 
the  fire  stream  tests.  The  sides  are  formed  by  two  stationary  brick 
walls,  and  two  movable  brick  walls  suspended  in  structural  steel 
frames  from  overhead  beams  by  trolleys  (Fig.  25).  These  walls 
are  pulled  open  by  means  of  a  motor-driven  hoist.  The  top  of  the 
furnace  consists  of  heavy  fire  clay  blocks  supported  by  steel  I-beams 
and  hangers.  Some  of  the  blocks  are  removable  to  permit  installa- 
tion of  the  test  column.  Concrete  made  of  Portland  cement  and 
crushed  fire  brick  and  reinforced  with  rods  and  wire  mesh  was  later 
substituted  for  fire  clay  in  making  additional  roof  blocks.  The  bot- 
tom of  the  chamber  is  formed  by  the  protection  provided  for  the 
lower  bearing  plate  and  the  supporting  members  of  the  restraining 
frame. 

The  products  of  combustion  are  carried  off  through  four  flues 
extending  from  the  furnace  through  the  roof  of  the  building.  The 
furnace  walls  are  provided  with  mica  glazed  observation  holes,  so 
arranged  near  the  top,  middle  and  bottom  that  all  parts  of  the  test 
column  can  be  observed. 


TESTING  FURNACE 


Fig.  26. — General  view  of  testing  machine. 


90 


DESCRIPTION   OF   FURNACE   EQUIPMENT 


bfl 

£ 


TESTING  FURNACE  91 

A  general  view  of  the  furnace  with  a  preliminary  test  column 
in  place  is  given  in  Fig.  26. 

(b)  Burners 

The  furnace  is  heated  by  means  of  four  primary  blast  burners 
extending  in  at  the  corners  at  the  bottom  of  the  chamber  and  all 
are  arranged  to  discharge  in  an  inclined  direction  upward  and  to- 
ward the  adjacent  corner.  The  burners  are  supplied  with  gas  and 
air  through  tubes  connecting  with  mains  located  in  a  shallow  pit 
under  the  floor  outside  of  the  furnace.  Gas  is  supplied  to  the  fur- 
nace through  a  6-in.  pipe  connected  to  the  city  service  mains.  Air 
is  supplied  by  an  electrically  driven  blower. 

The  primary  burners  are  operated  with  a  smaller  proportion 
of  air  to  gas  than  is  required  for  full  combustion.  The  additional 
air  needed  to  complete  combustion  and  distribute  the  fire  is  sup- 
plied by  secondary  air  inlets  extending  through  the  walls  of  the 
furnace  at  regular  intervals  toward  the  top,  each  inlet  being  pro- 
vided with  a  regulating  valve  (Fig.  25).  The  air  from  the  burners 
is  so  directed  as  to  avoid  impingement  on  the  test  column  and  to 
set  up  a  whirling  motion  of  the  furnace  gases  as  an  aid  in  securing 
uniform  temperature  distribution. 

(c)  Operating  Details 

Means  for  regulating  the  gas  and  air  supplied  to  the  burners 
and  the  draft  from  the  furnace  chamber  are  located  on  the  main 
floor.  An  emergency  cut-off  valve  with  electrical  control  is  placed 
in  the  gas  main  leading  to  the  furnace,  with  switches  for  operating 
it  set  at  several  points  in  the  building. 

A  Hoskins  direct  reading  millivolt-temperature  indicator  with 
connections  to  four  chromel-alumel  furnace  thermocouples  is  placed 
near  the  furnace  for  use  in  regulating  its  temperature. 
5.     FIRE  STREAM  APPARATUS 

The  pressure  head  for  the  hose  stream  used  in  the  fire  and 
water  tests  is  supplied  by  air  pressure  in  a  tank  of  4,500  gallons 
capacity.  The  water  is  applied  through  a  standard  Underwriter 
playpipe  with  nozzle  ll/%  in.  in  diameter  (Fig.  28).  It  is  connected 
with  the  hydrant  through  about  twenty  feet  of  2^-in.  cotton  rub- 
ber-lined hose.  A  throttling  valve  is  placed  at  the  outlet  to  the 
hose  and  a  pressure  gauge  connected  with  the  base  of  the  nozzle 
by  means  of  which  the  desired  pressure  during  water  application 
is  maintained. 

The  water  was  applied  to  three  sides  of  the  column,  the  nozzle 
being  moved  back  and  forth  on  one  side  of  the  furnace  and  kept 
at  a  distance  of  about  twenty  feet  from  the  center  of  the  column 
(Fig.  24). 


92 


TEMPERATURE  MEASUREMENTS 


Fig.  29. — Temperature  measuring  instruments. 


VII.  TEMPERATURE  MEASUREMENTS 

All  temperature  measurements  were  made  by  the  thermo- 
electric method,  platinum-platinum,  rhodium  being  used  in  the 
thermocouples  placed  in  the  furnace  and  base  metal  in  those  on 
the  test  columns.  The  electromotive  force  was  measured  with  in- 
dicating and  recording  potentiometers  and  the  corresponding  tem- 
perature obtained  from  comparison  calibrations  with  standard 
thermocouples  whose  temperature-emf.  relations  were  known. 

The  temperatures  are  expressed  on  the  Centigrade  scale.  The 
Fahrenheit  equivalents  are  given  at  the  right  of  the  time-tempera- 
ture plots.  A  Centigrade-Fahrenheit  conversion  table  is  given  in 
Appendix -F  (p.  389). 

1.     INSTRUMENTS 

A  view  of  the  instruments  used  is  given  in  Fig.  29  wherein  an 
indicating  potentiometer  or  indicator  is  shown  at  A,  a  recording 
potentiometer  at  B,  dial  and  push-button  switches  at  C  and  D 
respectively,  and  busbar  distributing  board  at  E. 

(a)  Indicating  Potentiometer 

The  potentiometer  consists  essentially  of  a  means  for  securing 
a  known  variable  electromotive  force  and  balancing  it  against  the 
electromotive  force  to  be  measured. 


•^)  Standard  Cell 


Battery  "=p     c 


Fig.  30.— Wiring  diagram  of  indicating  potentiometer. 


A  wiring  diagram  of  a  simple  form  of  this  instrument  is  shown 
in  Fig.  30.  Current  from  a  battery  flows  through  the  resistance 
ABCDE,  of  which  the  portion  BCD  is  a  slide  wire.  A  scale  is  at- 
tached to  the  slider  giving  the  potential  drop  between  points  on 

93 


94 


TEMPERATURE   MEASUREMENTS 


f 
I 


bb 


INSTRUMENTS  95 

the  slide  wire  and  the  point  B  for  a  given  value  of  the  battery  cur- 
rent. The  latter  is  adjusted  to  the  given  value  by  opposing  the 
electromotive  force  of  a  standard  cell  to  the  drop  of  potential  over 
the  resistance  AB  and  varying  the  resistance  R  until  the  gal- 
vanometer included  in  the  circuit  shows  no  deflection.  In  a  similar 
manner,  an  unknown  electromotive  force  as  that  of  a  thermocouple, 
is  balanced  against  the  potential  drop  over  some  portion,  BC,  of  the 
slide  wire  and  its  magnitude  read  from  the  attached  scale. 

Corrections  for  variation  in  the  temperature  of  the  cold  end  of 
the  thermocouple  require  in  general  the  addition  of  a  small  electro- 
motive force  to  the  observed  one.  With  the  potentiometer  used  in 
these  tests,  this  could  be  accomplished  mechanically  at  the  time  of 
making  the  observation  by  setting  off  the  corresponding  electro- 
motive force  on  the  cold  junction  compensator,  which  has  the  same 
effect  as  moving  the  point  B  up  the  scale  the  same  amount. 

The  potentiometer  indicator  used  in  these  tests  is  equipped 
with  two  scales,  one  reading  from  0  to  16  and  the  other  from  0  to 
80  millivolts.  The  accuracy  of  this  particular  instrument  was  found 
to  be  within  one-fourth  of  one  per  cent  of  the  total  range  at  all 
points  on  the  scale. 

In  the  above  method  of  measurement,  the  indication  is  inde- 
pendent of  the  resistance  of  the  thermocouple  and  lead  wires  and 
no  errors  are  introduced  by  variations  in  resistance  caused  by  tem- 
perature changes  in  them. 

(b)  Recording  Potentiometer 

The  wiring  diagram  of  this-  instrument  is  an  exact  equivalent 
of  that  of  the  indicating  potentiometer  (Fig.  30),  the  electromotive 
force  of  the  thermocouple  being  automatically  balanced  and  record- 
ed. It  has  scales  of  the  same  range  as  the  indicating  instrument  and 
a  13-point  selector  switch  provides  connections  for  a  maximum  of 
12  thermocouples.  On  the  remaining  switch  point  the  battery 
current  is  automatically  adjusted  to  the  correct  value.  Records 
are  made  at  intervals  of  one  minute.  Where  the  temperature  dif- 
ferences between  the  different  couples  connected  are  not  too  large 
records  can  be  made  every  half  minute. 

(c)  Accessories 

The  accessories  consist  of  a  busbar  board  that  was  used  for 
connecting  any  desired  set  of  thermocouples  with  the  recording 
potentiometer,  a  12-point  double-pole  double-throw  push-button 
switch  by  means  of  which  the  couples  connected  with  the  recorder 
could  be  read  on  the  indicator,  and  a  24-point  double-pole  dial 
switch  for  connecting  thermocouples  directly  with  the  indicator. 


TEMPERATURE   MEASUREMENTS 


FURNACE  TEMPERATURES  97 

2.  FURNACE  TEMPERATURES 

Because  of  the  high  temperatures  attained  in  column  tests  of 
long  duration  it  was  deemed  advisable  to  use  rare  metal  (Pt.-90 
Pt.  10  Rh.)  thermocouples  for  the  measurement  of  furnace  tem- 
peratures. 

(a)  Location  of  Furnace  Thermocouples 

In  general  four  couples  were  used  to  measure  furnace  tem- 
peratures, placed  two  on  each  of  two  levels,  at  3  ft.  and  9  ft. 
above  the  fireproofing  about  the  base  of  the  column  (Fig.  31). 
The  couples  on  the  3-ft.  level  passed  through  the  furnace  walls 
near  the  northwest  and  southeast  corners;  those  at  the  9-ft. 
level,  near  the  northeast  and  southwest  corners.  Laterally  the 
junctions  of  the  furnace  pyrometers  were  placed  15  in.  from 
the  nearest  point  on  the  column.  The  above  symmetrical  distribu- 
tion is  such  that  the  center  of  gravity  of  the  couple  locations  is 
identical  with  that  of  the  portion  of  the  furnace  chamber  above 
the  fireproofing  line  on  the  column. 

The  curves  on  the  time-temperature  plots  (Appendix  B)  cor- 
responding to  the  respective  furnace  couples  are  designated  as 
L-NW,  L-SE,  U-NE  and  U-SW,  the  letter  preceding  the  dash 
indicating  the  level  (L,  lower;  U,  upper)  on  which  the  correspond- 
ing couple  was  placed ;  those  following  it,  the  corner  nearest  to 
which  the  couple  entered  the  furnace. 

The  same  system  of  designation  is  extended  to  include  the 
few  cases  where  couples  were  used  in  locations  other  than  those 
mentioned.  An  exception  is  found  in  Test  No.  20,  in  the  case 
of  curves  L4  and  U4.  The  corresponding  couples  measured  fur- 
nace temperatures  at  points  \y2  in.  from  the  column  face,  3  ft.  and 
9  ft.,  respectively,  above  the  fireproofing  line.  They  were  made 
of  No.  16  iron  and  constantan  wires  with  the  junctions  exposed 
directly  to  the  furnace  atmosphere. 

(b)  Thermocouple  Mountings 

Details  of  the  thermocouple  mounting  are  shown  in  Fig.  32. 
The  use  of  rare  metal  couples  necessitated  porcelain  protecting 
tubes  whidh  were  covered  with  woven  asbestos  sleeving  to  prevent 
breakage  from  sudden  temperature  changes.  The  alundum  tube 
with  its  winding  of  asbestos  cord  covered  the  outer  two  feet  of 
the  porcelain  tube  and  served  as  a  protecting  sleeve  where  the. 
mounting  passed  through  the  furnace  walls. 

The  porcelain  protecting  tubes1  differed  somewhat  in  wall 
thickness,  as  furnished  by  three  different  makers.  The  maximum 


98  TEMPER'ATURE    MEASUREMENTS 

and  the  minimum  wall  thickness  were  &  and  ^  in.,  respective- 
ly. About  85  percent  of  the  total  number  of  tubes  used  had  a 
wall  thickness. of  very  nearly  j£  in. 

Practically  all  of  the  woven  asbestos  sleeving  was  bought  in 
two  lots  both  of  the  same  nominal  size.  The  first  lot,  comprising 
approximately  three-fourths  of  the  sleeving  used,  ran  about  fifteen 
feet  per  pound,  the  second  lot  about  twenty-four  feet  per  pound, 
as  unwound  from  the  spool. 

(c)    Connections  to  Instruments 

Permanent  leads  of  No.  18  copper  fixture  wire  were  installed 
in  a  conduit  leading  from  the  case  housing  the  recording  poten- 
tiometer to  the  base  of  the  furnace  wall,  from  whence  branches 
extended  up  to  the  thermocouple  points.  Hubbell  receptacles  were 
provided  at  the  couple  outlets  (Fig.  31)  which  received  the  Hubbell 
plugs  terminating  the  short  leads  attached  to  the  cold  ends  of  the 
furnace  couples  (Fig.  32).  At  the  instruments  the  leads  led  to  the 
busbar  board  where  each  of  the  four  furnace  couples  was  con- 
nected to  three  recorder  points,  and  also  through  the  push-button 
switch,  with  the  indicator. 

The  temperatures  of  the  cold  junctions  in  the  heads  of  the 
furnace  pyrometers  were  measured  by  thermocouples  formed  of 
one  of  the  copper  leads  in  each  head  and  No.  18  constantan  wires 
(Fig.  32)  which  were  installed  in  the  same  conduit  as  the  copper 
leads,  all  wires  extending  to  the  case  housing  the  recorder,  from 
whence  copper  wires  led  through  the  dial  switch  to  the  indicator. 

3.     COLUMN  TEMPERATURES 

The  base  metal  thermocouples  used  for  measuring  column 
temperatures  were  of  No.  16  (B.  &  S.  gauge)  iron,  No.  16  and  No. 
18  constantan,  and  No.  18  nickel  wires,  in  the  combinations,  iron- 
constantan  and  nickel-constantan,  90  percent  of  the  total  number 
of  couples  used  being  of  the  iron-constantan  combination.  As  sup- 
plied, a  portion  of  the  wire  carried  a  thin  waterproofed  asbestos 
covering,  while  the  remainder  was  bare.  As  used  on  the  column, 
all  wire  was  covered  with  closely  fitting  asbestos  sleeving. 
(a)  Attachment  of  Thermocouples  to  Column 

A  preliminary  test  consisting  in  subjecting  to  heat  in  a  gas- 
fired  furnace  two  concrete  covered  lengths  of  wrought  pipe,  with 
thermocouples  placed  on  the  metal  and  in  the  covering,  indicated 
that  the  proposed  method  of  measuring  column  temperatures  gave 
in  general  reliable  results.  Two  methods  of  attaching  the  couples 
to  the  pipe  section  were  tried  out  and  appreciable  differences  of 


COLUMN  TEMPERATURES  99 

indication  found  to  be  caused  by  the  given  variation  in  this  detail. 
By  the  one  method,  which  will  be  termed  "peening,"  the  ends  of  the 
individual  couple  wires  were  placed  in  closely  fitting  holes  drilled 
in  the  metal,  and  secured  in  place  by  driving  in  the  metal  around 
the  holes,  using  a  slotted  punch  placed  in  turn  over  each  wire. 
Couples  attached  by  the  other  method  and  referred  to  as  "insulated," 
had  fused  or  twisted  junctions  that  were  laid  against  a  piece  of 
mica  about  0.01  inch  thick  placed  between  it  and  the  metal. 

Since  it  was  apparent  that  the  peened  couples  gave  more  nearly 
the  true  temperature  of  the  metal,  the  couples  on  the  columns 
prepared  subsequent  to  the  preliminary  test  were  attached  by  peen- 
ing, except  that  one  or  two  insulated  couples  were  added  at  cer- 
tain important  locations  as  a  check  on  the  adjacent  peened  couples. 

The  couples  placed  before  the  preliminary  test  was  made  were 
all  insulated,  and  include  those  under  the  concrete  covering  or 
filling  of  all  partly  protected  columns,  Test  Nos.  14  to  22  inclusive, 
and  the  couples  of  the  concrete  protected  column  of  Test  No.  28, 
and  those  on  the  vertical  bars  of  the  reinforced  concrete  column 
of  Test  No.  73. 

To  decrease  the  danger  of  injury  to  the  peened  junctions  in 
placing  the  coverings  and  in  testing  the  columns,  the  region  imme- 
diately surrounding  the  point  of  attachment  was  covered  to  a 
thickness  of  about  l/&  in.  with  asbestos  wool  loosely  placed 
under  a  shield  of  sheet  iron,  1  in.  square  and  0.015  in.  thick. 
The  couple  wires,  protected  by  the  applied  sleeving,  were  held  firm- 
ly in  place  under  a  strap  iron  clip  screwed  to  the  column  near  the 
junction.  The  same  clip  also  held'  the  shield  over  the  asbestos  wool 
in  place.  Similar  clips,  placed  about  eighteen  inches  apart,  held 
the  couple  wires  on  the  column  up  to  one  foot  below  the  top  bear- 
ing where  they  were  led  out  through  a  1%-m.  pipe  (Fig  31). 

The  asbestos  wool  and  shield  were  omitted  over  the  insulated 
junctions  since  it  was  thought  that  they  would  not  be  subjected 
to  as  large  strains  as  the  junctions  that  were  peened. 

As  it  was  very  difficult  to  attach  couple  junctions  to  the  inside 
of  hollow  steel  or  cast  iron  columns  by  the  peening  method,  the 
junctions  were  laid  against  the  metal  and  protected  with  asbestos 
wool  as  described  above. 

In  placing  couples  in  the  column  coverings  or  in  locations 
other  than  on  the  metal,  suitable  means  were  used  for  supporting 
them  in  place,  the  methods  varying  with  the  conditions  presented 
by  the  different  types  of  columns  and  coverings.  In  all  cases  the 
details  were  so  arranged  as  to  reduce  to  a  minimum  heat  inter- 


100  TEMPERATURE   MEASUREMENTS 

change  between  the  couple  junction  and  the  couple  wires.  The 
latter  was  accomplished  by  placing  a  sufficient  length  of  the  wires 
immediately  leading  from  the  junction  in  a  plane  where,  with  the 
contemplated  fire  exposure,  the  same  temperatures  would  normally 
obtain  as  at  the  junction. 

(b)   Location  of  Column  Thermocouples 

In  all  tests,  except  in  those  of  timber  columns,  the  thermo- 
couples were  spaced  vertically  in  four  general  locations,  B,  N,  M 
and  T,  1  ft.  6  in.,  4  ft.  6  in.,  7-  ft.  6  in.,  and  10  ft.  6  in.,  respectively 
above  the  fireproofing  line  at  the  base  of  the  column  (Fig.  31). 
The  lateral  locations  are  numbered,  1,  2,  3,  4,  etc.,  and  marked  by 
small  solid  circles  on  the  sectional  location  diagrams  of  the  time- 
temperature  plots  in  Appendix  B.  The  letter  and  the  number 
designating,  respectively,  the  vertical  and  horizontal  position,  as 
combined  in  the  curve  designations  define  completely  the  location 
of  the  couple. 

Additional  couples,  designated  on 'the  plots  (Appendix  B)  as 
H2  and  H3,  were  placed  on  some  of  the  structural  steel  and  cast 
iron  columns  at  the  base  and  on  the  edge  of  the  beam  bracket  near 
the  top  (Fig  31). 

In  general  the  letter  i  following  the  numbers  in  the  column 
couple  designations  (Appendix  B)  is  to  be  interpreted  as  insulated, 
referring  to  the  method  of  attachment.  Exceptions  occur  only  in 
Test  Nos.  3  and  4  (Fig.  90)  in  the  case  of  the  couples  attached 
on  the  inside  of  the  column. 

Letters  indicating  points  of  the  compass  are,  in  general,  in- 
cluded in  the  designations  of  the  couples  that  are  not  on  the  side 
of  the  column  on  which  the  general  vertical  distribution  occurs. 
In  the  latter  case,  the  couples  are  designated  by  the  location  letter 
and  number  only.  Exceptions  to  the  above  are  designations  for 
the  insulated  couples  in  Test.  No.  27  (Fig.  98),  No.  47  (Fig.  101), 
and  Nos.  62  and  63  (Fig.  126),  which  are  located  near  the  couple 
on  the  same  level  that  has  a  direction  letter  in  its  designation. 

The  couples  whose  curves  on  the  plots  for  the  timber  column 
tests  (Figs.  140  and  141)  carry  the  designation  T,  were  located  13 
in.  below  the  cap  bearing,  the  lateral  positions  being  evident  from 
the  location  diagrams,  as  are  also  the  location  of  the  couples  on  the 
metal  of  the  caps  and  pintles.  The  other  vertical  positions  were 
the  same  as  in  the  other  tests. 


COLUMN  TEMPERATURES   /  101. 

In  Test  Nos.  10  and  11  (Fig.  92)  and  No.  13  (Fig.  93)  the 
prime  mark  (')  on  one  couple  designation  in  each  test  indicates 
that  the  given  couple  had  no  asbestos  and  sheet  iron  protection 
over  it. 

In  Test  No.  21  (Fig.  96)  the  prime  marks  on  two  curves  indi- 
cate couples  whose  leads  for  19  in.  immediately  above  the  junction 
were  protected  by  strips  of  asbestos  board  1  in.  wide  and  34  m- 
thick,  the  object  being  to  determine  what  influence  possible  heat 
interchange  between  the  leads  and  the  junction  would  have  on  the 
indication  of  the  couple. 

(c)  Connections  to  Instruments 

The  wires  of  the  column  thermocouples  led  from  the  outlet  in 
the  column  head  above  the  furnace  roof  to  the  junction  box  placed 
to  one  side  of  the  latter  (Fig.  31),  where  they  were  put  under  bind- 
ing posts  on  a  set  of  connecting  blocks.  Duplex  leads  of  insulated 
iron  and  constantan  wire  were  permanently  installed  from  the 
junction  box  to  the  busbar  board  in  the  case  housing  the  recording 
potentiometer  from  whence  copper  leads  extended  to  the  dial 
switch.  The  column  couples  could  accordingly  be  connected  with 
either  the  indicator  or  the  recorder. 

4.     METHOD  OF  TAKING  AND  REDUCING 
OBSERVATIONS 

In  most  tests,  the  rate  of  temperature  change  was  such 
that  readings  of  both  furnace  and  column  thermocouples 
could  be  taken  on  the  indicating  potentiometer.  Since  it  was  found 
that  the  observations  taken  with  it  were  more  readily  reduced  to 
final  form  than  the  recorder  records,  the  temperature  determina- 
tions as  given  in  the  tables  and  plots  are  in  general  based  on  in- 
dicator readings,  although  the  recorder  was  connected  with  the 
furnace  couples  in  practically  all  tests,  and  its  records  served  as  a 
general  check  on  temperatures  during  the  test,  and  were  also  used 
in  making  occasional  interpolations  between  indicator  readings  in 
plotting  the  results. 

'In  taking  observations  with  the  indicating  potentiometer,  the 
electromotive  forces  of  the  furnace  or  the  column  couples  were  read 
in  succession  in  a  chosen  order,  then  repeated  in  reverse  order,  with 
equal  time  intervals  (10  seconds  or  less)  between  consecutive  read- 
ings. Mean  values  were  taken  of  the  direct  and  reverse  readings 
on  the  respective  couples,  which,  on  the  assumption  of  linear  tem- 
perature change,  are  equivalent  to  simultaneous  readings  on  all 
couples.  The  readings  of  the  copper-constantan  couples  at  the  cold 


;l$£j  ;  TEMPERATURE   MEASUREMENTS 

junctions  of  the  furnace  pyrometers,  were  reduced  to  the  corre- 
sponding platinum-platinum  rhodium  electromotive  forces,  and 
added  to  the  indications  of  their  respective  furnace  couples.  In 
the  case  of  the  iron-constantan  column  couples  the  cold  junction 
correction,  which  was  due  to  temperature  differences  'between  the 
junctions  at  the  busbar  board  and  the  zero  of  the  calibration  plot, 
were  set  off  directly  on  the  compensator.  For  the  nickel-constantan 
column  couples  a  further  correction  was  applied  due  to  the  electro- 
motive force  introduced  by  the  couple  formed  in  connecting  the 
nickel  couple  wire  to  the  iron  wire  leading  from  the  junction  box 
above  the  'furnace  to  the  instruments. 

After  the  proper  corrections  to  the  observed  electromotive 
forces  had  been  applied,  the  corresponding  temperatures  were  ob- 
tained from  the  calibration  plots. 

5.     CALIBRATION  OF  THERMOCOUPLES 
(a)  Furnace  Thermocouples 

The  furnace  couples,  in  addition  to  being  compared  several  times 
during  the  series  of  tests  with  a  standard  couple,  were  frequently 
submitted  to  a  homogeneity  test.  The  latter  is  in  effect  a  determi- 
nation of  the  electromotive  force,  at  frequent  points  along  the 
couple  wire,  against  standard  wire  of  the  same  kind.  This  test 
was  necessary  since  the  electromotive  force  of  a  non-homogeneous 
couple,  that  is  one  whose  thermoelectric  properties  vary  from  point 
to  point  along  the  wire,  depends  not  only  on  the  temperature  of 
the  junction,  but  also  on  the  magnitude  and  position  of  the  tem- 
perature gradients  along  the  length  of  the  couple,  which  in  general 
were  not  the  same  as  placed  in  the  column  testing  furnace  as  in  the 
furnace  used  for  calibrations. 

Changes  in  calibration  were  found  to  be  very  small  as  long  as 
the  protecting  tubes  served  their  intended  purpose  of  excluding 
the  furnace  gases.  When  a  protecting  tube  was  broken,  or  the 
couple  wires  had  in  any  manner  been  exposed  to  the  furnace  gases, 
a  homogeneity  test  was  made.  When  such  test  showed  no  electro- 
motive force  greater  than  the  equivalent  of  15°C.  at  1000° C.,  the 
couple  was  used  again  without  further  treatment.  When  this  value 
was  exceeded,  the  wire  was  either  brought  sufficiently  near  to  its 
original  (uncontaminated)  condition  by  annealing,  for  several 
hours  at  1500°  C.  by  passing  an  electric  current  through  it,  or  the 
bad  portion  of  the  wire  was  removed  and  good  wire  substituted. 


CALIBRATION  OF  THERMOCOUPLES  103 

An  accuracy  within  one  percent  of  the  indicated!  temperatures 
was  attained  in  the  great  majority  tests.  In  the  case  of  individual 
couples  in  a  few  tests  the  homogeneity  determination  indicated 
possibility  of  errors  as  high  as  5  per  cent,  although  the  actual  errors 
incurred  were  probably  considerably  smaller  since  the  non-homo- 
geneous portion  of  the  couple  was  not  necessarily  in  the  region  of 
maximum  temperature  gradient. 

(b)  Column  Thermocouples 

Practically  all  of  the  wire  used  in  constructing  the  column 
couples  was  bought  in  two  lots,  one  of  which  was  purchased  in 
1914,  the  other  in  1917. 

A  preliminary  study  of  the  variations  in  the  thermoelectric 
properties  among  a  number  of  samples  taken  from  the  wire  in  the 
first  lot,  indicated  that  to  secure  the  desired  accuracy,,  calibration  of 
individual  couples  made  from  this  wire  would  be  necessary,  and  that 
differences  between  the  indications  of  individual  couples  were  ap- 
proximately proportional  to  the  temperature. 

The  latter  result  showed  that  a  good  estimate  could  be  made 
of  the  calibration  of  a  given  couple  by  comparing  it  at  one  tem- 
perature with  a  standard,  and  this  practice  was  in  general  followed 
for  all  the  couples  made  from  the  wire  in  the  lot  first  purchased. 
Tests  on  about  fifty  representative  couples  made  from  the  wire  in 
the  second  lot  showed  sufficiently  small  variations  among  the  in- 
dividual couples  to  permit  the  use  of  one  temperature-electro- 
motive force  curve  for  all  the  couples  made  from  this  lot. 

The  results  of  the  large  number  of  tests  made  in  studying  the 
wire  used  in  constructing  column  couples  indicate  that  the  accu- 
racy was  within  2  percent  of  the  indicated  temperatures. 


104 


DEFORMATION  MEASUREMENTS 


VIII.     DEFORMATION  MEASUREMENTS 
1.  GENERAL  OUTLINE 

Included  under  this  head  are  means  for  measuring  (1)  the  unit 
compression  and  expansion  over  a  definite  gauge  length,  (2)  the 
total  depression  or  expansion  of  the  column  measured  at  a  point 
above  its  heated  portion,  (3)  the  lateral  center  deflection. 

The  general  method  used  for  measuring  unit  deformation  and 
center  deflection  is  shown  in  diagram  in  Fig.  33,  and  a  view  of  the 
furnace  with  attachments  in  place  is  given  in  Fig.  34.  Fine  nickel- 
chromium  alloy  wires  were  connected  to  opposite  sides  of  the  test 
column  at  points  symmetrical  with  its  center,  using  for  each  a  short 


—  I£KS.  Weight  (3.3  Ibs.) 

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Fig.  33. — Diagram  showing  method  used  for  measuring  deformation. 

length  of  heavier  wire  and  a  threaded  insert.  The  other  ends  of  the 
wires  were  weighted  and  passed  over  small  flanged  wheels  located  in 
the  end  posts.  The  movement  of  the  wires  was  measured  at  an  inter- 
mediate station  on  each  side  of  the  furnace. 

(a)  Attachment  and  Protection  of  Wires 

A  detail  of  the  insert  used  for  attaching  the  wire  to  the  column 
is  given  in  Fig.  35  as  are  also  details  of  the  water-cooled  insulating  tube. 
The  hole  for  the  insert  was  prepared  before  the  column  was  covered 
or  placed  in  the  furnace  and  a  IJ^-in.  pipe  with  collar  was  bolted 
around  it  to  provide  a  clear  space  for  the  wire.  The  pipe  .projected 
outside  of  the  covering  to  afford  support  for  the  insulating  tube.  With 
the  column  in  place  in  the  furnace,  the  inser(t  with  wire  attached  and 
held  in  a  suitably  formed  tool,  was  threaded  into  the  column  flange  and 
turned  so  that  the  wire  was  left  supported  on  the  upper  ledge  of  the 
insert. 

105 


106 


DEFORMATION    MEASUREMENTS 


GENERAL  OUTLINE  107 

The  insulating  .tube  was  designed  to  protect  the  wires  from  the 
heat  of  the  furnace  as  otherwise  they  would  break  under  the  tension 
to  which  they  were  subjected.  The  circulating  water  was  contained  in 
the  annular  space  between  the  2-in.  and  3-in.  wrought  pipes,  the  outer 
pipe  being  further  protected  by  fire  clay  tubing.  A  5-in.  wrought  pipe 
with  the  annular  space  between  it  and  the  3-in.  pipe  filled  with  finely 
crushed  fire  brick  was  substituted  for  the  fire  clay  tubing  in  the  later 
tests  of  the  series. 

Outside  of  the  furnace  the  wires  were  shielded  by  sheet  metal 
tubes. 

2.  UNIT  COMPRESSION  AND  EXPANSION 
(a)  Micrometers  and  Mounting 

The  vertical  movement  of  the  wires  was  measured  by  means  of 
microscopes  set  in  micrometer  slides  (Fig.  36).  The  latter  were 
mounted  one  on  each  end  of  nickel-steel  bars  supported  near  the  mid- 
dle. The  supports  were  provided  with  pivots  and  slides  to  secure 
angular,  vertical  and  horizontal  adjustment  of  the  bar  as  a  whole. 
The  micrometer  heads  are  graduated  to  0.005  mm.  and  can  be  read  to 
the  nearest  0.001  mm.,  the  total  range  of  the  slide  being  50  mm. 
(b)  Method  of  Taking  and  Reducing  Observations 

Readings  were  taken  at  the  same  time  on  both  sides  of  the  fur- 
nace, the  lower  micrometer,  upper  micrometer  and  again  the  lower 
micrometer  being  read  in  the  given  order  on  equal  intervals.  The 
compression  or  expansion  in  the  gauge  length  was  obtained  by  mul- 
tiplying the  movement  of  the  upper  wire  relative  to  the  lower  wire 
at  point  of  observation,  by  the  ratio  the  distance  from  the  column  to 
the  wire  support  in  the  end  post  has  to  the  distance  from  the. latter 
point  to  the  microscope  (Fig.  33).  The  unit  deformation  is  the  aver- 
age of  the  values  of  total  deformation  obtained  as  given  above,  divided 
by  the  distance  between  gauge  points  (94  cm.) 

3.  CENTER  DEFLECTION 

The  lower  gauge  point  was  located  near  the  center  of  the  heaied 
length  of  the  column  and  the  center  lateral  deflection  was  measured 
by  means  of  polished  nickel  scales,  readings  being  taken  with  ref- 
erence to  points  on  the  wires  and  their  reflection  in  the  scales. 

The  east  and  west  deflection  scales  were  placed  perpendicular  to 
the  wires,  and  the  deflection  of  the  column  was  obtained  by  multiplying 
the  observed  movement  at  the  scale  by  the  ratio  of  distances  as  given 
in  Fig.  33  of  the  column  and  of  the  scale,  respectively,  from  the  wire 
supports  in  the  end  posts,  taking  the  average  of  values  obtained  on 
•he  two  sides. 


108 


DEFORMATION    MEASUREMENTS 


Fig.  36. — Apparatus  for  measuring   deformation 


CENTER  DEFLECTION  109 

The  north  and  south  deflection  scales  were  placed  parallel  with  the 
wires,  small  flat  discs  being  attached  to  the  latter  in  front  of  the  scales 
with  reference  to  which  readings  were  taken.  The  deflection  in  the 
north  or  south  direction  is  the  average  of  the  movements  observed 
at  the  two  posts,  assuming  the  expansion  of  the  measuring  wires  on 
both  sides  of  the  column  to  be  equal. 

4.  TOTAL  DEPRESSION  OR  EXPANSION 

The  total  vertical  depression  or  expansion  of  the  column  before 
failure,  as  indicated  by  the  movement  of  the  head  of  the  loading  ram 
was  determined  for  the  columns  in  the  fire  and  water  test  series,  the 
timber  columns  and  a  few  subsequent  tests  of  structural  steel  and 
cast  iron  columns.  For  this  purpose  a  single  No.  30  wire  on  one  side 
of  the  furnace  only  was  attached  to  the  bearing  below  the  head  of  the 
ram  plunger,  the  details  of  attachment  and  measurement  of  its  move- 
ment being  the  same  as  described  in  par.  2  of  this  section. 

5.  CALIBRATION  AND  ACCURACY 

Calibrations  of  the  instruments  and  appliances  used  for  measuring 
unit  deformation,  and  study  of  the  test  results,  indicate  possible  maxi- 
mum errors  of  20  parts  in  100,000  (0.0002),  which  correspond  to  errors 
in  instrument  readings  of  about  0.008  in.  (0.2  mm.).  These  errors 
were  caused  mainly  by  the  change  in  sag  of  the  wires  due  to  moisture 
in  the  insulating  tubes  and  also  by  movement  of  the  column  as  a 
whole  in  the  time  interval  required  by  a  set  of  micrometer  readings. 
The  errors  due  to  irregularities  in  micrometer  screws  and  slides  and 
in  parallelism  of  slides  and  of  microscopes  as  mounted  on  the  support- 
ing bar  were  relatively  small. 

In  determining  the  total  expansion  or  depression  of  the  column 
by  measurement  of  the  movement  of  the  loading  ram,  a  large  error 
was  incurred  in  applying  the  'load  due  to  deflection  of  supports.  Dur* 
ing  the  subsequent  fire  exposure  under  constant  load  the  supports 
appear  to  have  remained  fairly  rigid,  the  maximum  errors  for  this 
period  being  probably  within  0.01  in.  (0.25  mm.)  for  the  steel  and 
cast  iron  columns  and  0.04  in.  (1  mm.)  for  the  timber  columns. 

The  center  deflection  in  the  East  and  West  direction  was  de- 
termined with  an  accuracy  of  about  0.04  in.  (1  mm.)  and  in  the  North 
and  South  direction,  within  about  0.08  in.  (2  mm.).  The  principal 
source  of  error  in  the  latter  case  was  unequal  expansion  of  the  wires 
due  to  unequal  temperatures  within  the  insulating  tubes. 


IX.     METHOD  OF  TESTING 

The  columns  in  the  fire  test  series  were  subjected  to  a  constant 
working  load  and  fire  exposure  increasing  according  to  a  predeter- 
mined time-temperature  relation  until  failure  occurred  or  until  they 
had  withstood  the  test  8  hr.  or  more. 

In  the  fire  and  water  tests  the  working  load  was  maintained  con- 
stant and  the  column  exposed  to  fire  for  a  predetermined  period  when 
water  at  given  pressures  was  applied  by  means  of  a  hose  stream. 


TABLE  41.— COMPUTED  AND  APPLIED  WORKING  LOADS 


v 

Computed  Load 

Applied  Load 

Nominal 

SECTION 

Formula 

Area, 

1/r 

Percent 

Sq.  In. 

Lb.  per 

Total, 

Total, 

of 

Sq.  In. 

Lb. 

Lb. 

Com- 

puted 

Load 

Rolled  H  

16000-70  1/r... 

10.17 

75.6 

10710 

108900 

119500 

109  7 

Plate  and  Angle     .   . 

do 

13  00 

111.8 

8170 

106200 

116000 

109.2 

Plate  and  Channel  

do     

8.76 

64  7 

11470 

100500 

111000 

110  5 

Latticed  Channel  

do 

7  78 

44.0 

12920 

100500 

111000 

110  5 

Z-bar  and  Plate  

do    

9.32 

81.7 

10280 

95900 

105000 

109^5 

I-beam  and  Channel  .  . 

do 

10  12 

72.1 

10950 

110800 

122000 

110  1 

Latticed  Angle  

do     

8.44 

40.7 

13160 

111000 

122500 

110'.4 

Starred  Angle 

do 

13.27 

108.5 

8435 

111900 

124000 

110.7 

Round  Cast  Iron 

(Vertically  Cast)     .... 

10000-60  1/r  

14.45 

63.2 

6210 

89700 

98500 

109.8 

Round  Cast  Iron 

(Horizontally  Cast)  .... 

do 

14.73 

68.2 

5910 

87100 

95500 

109.6 

Round  Cast  Iron 

(Concrete  filled)  

do     

14.73 

68.2 

5910 

87100 

95500 

109.6 

•. 

1/d 

Steel  Pipe 

As  (13500-140  1/d) 

Steel 

Steel 

(Concrete  filled)  .   . 

-f  Ac  (1000-11  1/d). 

6.93 

10750 

Concrete 

19.6 

Concrete 

104900 

114500 

109.2 

38.74 

784 

Reinforced  Steel  Pipe 

do 

Steel 

Steel 

(Starred      angles     em- 

18.36 

11060 

bedded  in  the  concrete 

Concrete 

17.7 

Concrete 

234700 

236000 

100.6 

filling)  

40.07 

805 

Square  Vertically 
Reinforced  Concrete  

450  (Ac-fl5As).... 

Concrete 
140 

Concrete 
450 

Steel 

12.7 

Steel 

90000 

101000 

112.2 

4.00 

6750 

Round  Vertically 

Concrete 

Concrete 

Reinforced  Concrete  

450  (Ac+15As).... 

127 

11.7 

450 

97500 

107500 

110.3 

Steel 

Steel 

6.00 

6750 

Hooped 

Concrete 

Concrete 

Reinforced  Concrete.  .  .  . 

650  (Ac+15As).... 

129 

650 

Steel 

11.7 

Steel 

117000 

129000 

110.3 

3.38 

9750 

Timber  

"oo'1-^1  ' 

129.4 

13.4 

833 

107700 

118500 

110.0 

1—  Effective  length,  inches.                                           As—  Area  of  vertical  steel,  sq.  inches, 
r—  Least  radius  of  gyration,  inches.                              Ac—  Area  of  concrete,  sa  .  inches, 
d—  Diameter  or  side,  inches. 

110 


LOADING  FORMULAS  AND  APPLIED  LOADS  111 

1.     LOADING  FORMULAS  AND  APPLIED  LOADS 
(a)  Working  Loads 

The  formulas  used  in  calculating  the  working  loads  to  be  placed 
on  the  columns  were  among  those  in  most  general  use  at  the  time  the 
method  of  procedure  for  these  tests  was  determined.  They  are  given 
in  Table  41,  where  are  also  given  the  properties  of  the  columns  and 
the  calculated  and  applied  working  loads. 

The  applied  loads,  which  include  weights  of  the  column  head 
and  bearing  blocks,  (2500  Ib.)  exceed  the  calculated  working  loads 
by  about  10  percent  for  most  of  the  columns.  The  principal  part  of 
the  excess  was  incurred  in  the  first  tests  of  the  series  which  were  made 
before  -the  calibration  of  the  loading  ram  was  completed.  It  was 
decided  to  maintain  the  same  loads  for  the  subsequent  tests  as  repre- 
sentative of  a  moderate  condition  of  overload. 

No  allowance  was  made  for  the  load  carrying  capacity  of  the 
covering  or  filling  in  any  of  the  tests  except  in  case  of  the  pipe 
columns   where  the  loads  were  calculated  according  to  the  loading 
formula  in  use  by  the  manufacturer  who  supplied  the  columns. 
(b)  Loading  to  Failure 

In  case  the  column  withstood  the  8-hr,  fire  test  it  was  imme- 
diately loaded  to  failure  under. full  fire  exposure. 

In  the  fire  and  water  test  series,  three  protected  structural  steel, 
the  two  unprotected  cast  iron  and  the  three  reinforced  concrete  col- 
umns were  loaded  to  failure  after  they  had  cooled.  Four  protected 
structural  steel  columns  after  subjection  to  fire  and  water  applica- 
tion were  loaded  to  a  little  over  twice  the  applied  working  load  and 
reserved  for  use  in  further  tests. 

2.     FIRE  EXPOSURE 
(a)  Character  of  the  Fire 

The  fuel  used  was  carburetted  water-gas  from  the  city  service 
mains.  It  was  admitted  at  the  primary  burners  with  insufficient  air 
for  immediate  complete  combustion,  in  order  to  avoid  excessive  tem- 
peratures at  the  bottom  of  the  furnace  and  allow  further  combustion 
to  take  place  at  the  secondary  air  inlets.  The  gas  was  generally 
burned  with  sufficient  air  to  prevent  deposit  of  soot  on  the  test 
column  or  furnace  walls. 

(b)  Preliminary  Panel  Tests 

During  the  first  half  hour  it  is  not  in  general  possible  to  regulate 
the  temperature  of  a  large  testing  furnace  to  correspond  closely  with 
predetermined  temperatures,  also,  the  determination  of  temperature  is 
complicated  by  the  lag  of  the  furnace  pyrometers  with  the  rapid  tem- 


112 


METHOD   OF   TESTING 


O         ^ 

11 


FIRE  EXPOSURE 


113 


perature  rise  occurring  during  this  period.  To  obtain  information  on 
the  effect  of  varying  the  rate  of  temperature  rise,  two  panels  built  up 
of  the  five  kinds  of  hollow  clay  tile  used  as  protection  in  the  column 
tests,  were  subjected  to  fire  on  one  side  for  one-half  hour  and  allowed 
to  cool  in  place.  The  average  furnace  temperatures  obtaining  in  the 
two  tests  are  given  in  Fig.  37,  and  in  Fig.  38  the  condition  of  the 
panels  after  test  is  shown.  Most  of  the  tile  developed  fine  cracks 
which  extended  to  the  inside  of  the  inner  shell  and  in  a  few  cases 
through  the  cross  webs  to  the  outer  shell.  Cracks  along  the  cross 
webs  near  the  inner  shells  were  common  and  some  inner  shells  were 
loose.  While  in  one  test  the  indicated  furnace  temperature  rise  in 
the  first  ten  minutes  was  over  twice  as  rapid  as  in  the  other,  the 
condition  of  the  two  panels  after  test  was  nearly  the  same. 


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OS  insulati 

n    wire 

mounting 
)n  £in.thick- 

D             5             10             5            80           25          30 

Time  in   Minutes 


£ 

O) 

& 


Fig.  37. — Furnace  temperatures,  preliminary  panel  tests.. 


114 


METHOD    OF   TESTING 


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TEMPERATURE  IN   DEGREES  CENTIGRADE 


FIRE  EXPOSURE  115 

(c)  Time-Temperature  Curve 

The  temperature  of  the  furnace  was  regulated  to  conform  as 
nearly  as  practicable  with  a  predetermined  time-temperature  reference 
curve  shown  in  broken  lines  in  Fig.  39.  Here  is  also  shown  the  fur- 
nace temperature  attained,  the  curve  being  obtained  by  averaging  the 
results  from  the  full  number  of  tests.  Three  curves  giving  the  aver- 
age indicated  furnace  temperatures  attained  in  previous  fire  tests  are 
also  given.* 

On  the  reference  curve  of  the  column  tests  a  furnace  tempera- 
ture of  832°  C.  (1550°  F.)  obtains  at  the  end  of  30  minutes,  and 
927°  C.  (1700°  F.),  at  the  end  of  the  first  hour.  From  this  point  the 
temperature  increases  at  a  gradually  varying  rate  up  to  two  hours 
when  the  temperature  is  1010°  C.  (1850°  F.)  Subsequent  to  this  the 
rate  of  rise  is  constant,  1101°C.  (2000°F.)  being  attained  at  the  end 
of  four  hours  and  1260°C.  (2300°F.)  at  the  end  of  eight  hours. 
The  average  indicated  furnace  temperature  was  somewhat  below  the 
reference  curve  in  the  first  hour  and  above  it  by  a  maximum  of  25°C. 
during  the  subsequent  periods. 
(d)  Influence  of  Pyrometer  Mounting  on  Indicated  Temperatures 

With  the  type  of  mounting  it  was  deemed  necessary  to  use  in 
the  column  tests,  (Fig.  32)  the  pyrometers  did  not  indicate  the 
full  measure  of  the  temperature  effects  within  the  furnace  chamber, 
due  mainly  to  the  heat  insulating  and  radiating  properties  of  the 
mounting. 

(1)  Temperature  Lag. — The  retardation  due  to  the  heat  insula- 
tion given  the  thermocouple  by  the  mounting  was  particularly 
marked  during  the  first  part  of  the  test  period,  when  with  the 
obtaining  rapid  temperature  rise,  the  indicated  temperatures  were 
considerably  lower  than  those  acting  on  the  mounting  on  account 
of  the.  time  required  to  produce  temperature  equilibrium  through- 
cut  the  latter.  This  effect  will  be  termed  lag  and  a  measure  of 
its  extent  can  be  obtained  by  application  of  the  principles  govern- 
ing heat  interchange. 

*Woolson  and  Miller,  Paper  No.  272,  International  Association  for  Testing  Materials, 
1915;  floor  test  Nos.  55  to  74.  Humphrey,  U.  S.  G.  S.  Bulletin  No.  370;  panel  test  Nos. 
1  to  30.  British  Fire  Prevention  Committee,  Journal  No.  6,  1911;  average  from  eight 
Full  Protection,  Class  B  floor  tests. 


116 


METHOD   OF   TESTING 


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TIMEL-IN  MINUTES 


FIRE  EXPOSURE  117 

When  the  rate  of  temperature  rise  is  not  too  rapid  and  the 
heat  interchange  is  chiefly  due  to  conduction,  within  a  given  range, 
the  temperature  lag  is  very  nearly  proportional  to  the  rate  of  rise 
of  indicated  temperature,  or, 

d0 
U-9=A^-       (1) 

where  ©  is  the  temperature  indicated  by  the  pyrometer,  U  is  the 
temperature  the  pyrometer  would  indicate  if  the  furnace  condi- 
tions at  the  given  instant  were  maintained  constant  a  sufficiently 

d0 
long  time.      .      is  the  rate  of  rise  of  indicated  temperature  and  A  is 

a  constant  for  the  pyrometer  considered  within  a  given  range  in 
U.  To  determine  A  the  pyrometer  was  plunged  into  a  gas-fired 
furnace  whose  temperature  was  maintained  as  nearly  constant  as 
possible  and  readings  taken  until  the  indicated  temperatures 
showed  little  or  no  change.  The  experiment  was  begun  as  soon 
after  the  gas  was  lighted  as  was  consistent  with  maintaining  steady 
temperature,  in  order  that  the  furnace  conditions  might  approxi- 
mate those  present  during  the  first  part  of  a  column  test.  If  U 
for  the  conditions  of  the  experiment  be  assumed  constant,  from 
equation  (1) 


_ 

where  t  is  the  time  after  the  pyrometer  was  introduced  into  the 
furnace  and  C  is  the  constant  of  integration,  which  latter,  in  the 
method  applied  is  eliminated  by  subtraction. 

The  results  of  two  determinations  are  given  in  Fig.  40  (a), 
A  being  obtained  from  the  slope  of  the  line  connecting  the  experi- 
mental points,  multiplied  by  0.4343,  the  modulus  of  the  common 
system  of  logarithms.  As  applied  for  correcting  the  average  curve 
of  indicated  temperature  of  the  column  'tests,  a  lower  value  than 
the  average  experimental  result  was  used  to  allow  for  impaired 
and  thinner  insulation  that  was  present  in  a  number  of  tests,  a 
value  of  A  of  2.4  min.  being  used  up  to  indicated  temperatures  of 
about  800°  C.  Determinations  made  at  higher  temperatures  gave 
lower  results,  values  of  about  two  minutes  obtaining  for  mountings 
with  unimpaired  insulation  tested  at  950  to  1000°C. 

In  Fig.  40  (b),  the  lower  curve  is  the  average  curve  of  in- 
dicated furnace  temperature  of  the  column  tests  for  the  first  20- 
min.  period.  Corrections  for  lag  were  deduced  for  the  indicated 
temperatures  given  by  the  curve  in  the  interval  of  5  to  20  min.,  by 


118 


METHOD    OF   TESTING 


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TEMPERATURE  IN  DEGREES  CENTIGRADE 


FIRE  EXPOSURE  119 

substituting  the  given  value  of  A  in  equation  (1),  the  rate  of  rise, 

dG 

-=—  ,  being  obtained  from  tangents  drawn  to  the  average  curve 

at  points  K  minute  to  one  minute  apart.  As  given  by  the  differ- 
ence between  the  original  and  corrected  curves,  the  lag  decreases 
from  a  little  over  100°C.  at  5  min.  to  14°C.  at  20  min.  From  there 
on  the  decrease  is  gradual  up  to  the  uniform  slope  after  2  hr. 
(Fig.  39)  where  the  lag  correction  is  about  1°C.  For  the  furnace 
temperatures  of  the  individual  tests  the  corrections  would  be  much 
more  irregular  than  those  on  the  average  curve  on  account  of 
irregularities  of  slope,  although  in  general  after  the  first  hour,  they 
would  be  relatively  small  and  within  the  limit  of  error  applicable 
to  furnace  temperature  measurements.  The  furnace  temperatures 
as  given  on  the  plots  in  Figs.  90  to  145  are  indicated  temperatures, 
as  it  was  not  deemed  practicable  to  apply  corrections  for  either 
lag  or  radiation  effects  to  results  of  individual  tests. 

(2)  Radiation  Effects — In  a  gas-fired  furnace  where  the  source 
of  heat  is  combustion  within  the  chamber  the  inside  of  the  walls  of 
the  latter  will  be  at  lower  temperature  than  the  furnace  contents.  The 
indications  of  a  pyrometer  introduced  into  the  chamber  to  measure 
the  temperature  of  its  contents  will  be  influenced  by  radiant  inter- 
change of  heat  with  the  inclosure,  the  extent  of  the  effect  being  de- 
pendent mainly  upon  the  size  of1  the  pyrometer  and  the  temperature 
difference  between  the  inclosure  and  the  gaseous  contents.  To  obtain 
a  measure  of  the  extent  to  which  the  indications  of  the  furnace  pyrom- 
eters were  thus  affected,  an  unprotected  thermocouple  of  fine  platinum 
— platinum  rhodium  wires  0.004-in.  (1/10  mm.)  in  diameter  was  sup- 
ported l*/2  in.  outside  of  the  closed  end  of  a  porcelain  tube  on  similar 
wires  of  larger  diameter  that  were  passed  through  and  sealed  into 
the  end  of  the  tube,  through  which  they  led  to  the  outside  of  the 
furnace.  Two  pyrometers  of  the  same  design  as  those  used  in  the 
column  tests  (Fig.  32)  were  placed  about  three  inches  away  from  the 
unprotected  couple  and  several  runs  made  in  a  furnace  having  walls 
of  the  same  material  and  of  about  the  same  thickness  as  those  of  the 
column  furnace.  Readings  of  the  unprotected  and  the  protected 
couples  were  taken  at  intervals  of  ^2  minute  or  less.  The 
indicated  temperatures  obtained  in  a  run  extending  to  8  hr.  are  plotted 
in  Fig.  41.  Those  given  by  the  unprotected  couple  were  consider- 
ably higher  than  those  of  the  protected  couples  because  the  tempera- 
ture of  the  fine  wire  was  influenced  to  a  much  smaller  extent  by 
radiant  heat  interchange  with  the  inside  of  the  furnace  inclosure  than 


120  METHOD    OF   TESTING 

that  of  the  protected  couples,  and  the  temperatures  indicated  by  it 
approximate  those  of  the  furnace  contents  as  closely  as  can  be  attained 
without  excessive  refinements.  The  difference  in  indication  due  to 
radiation,  as  given  by  the  lower  curve  in  Fig.  41,  was  obtained  by 
correcting  the  average  indication  of  the  protected  couples  for  lag  and 
subtracting  the  corrected  value  from  that  of  the  unprotected  couple. 
While  the  variations  in  the  resulting  difference  of  indication  are 
partly  due  to  local  and  general  variations  in  furnace  conditions  and 
minor  changes  in  calibration  of  the  unprotected  couple,  the  general  de- 
crease from  about  150°C.  during  the  first  half -hour  to  less  than  50° 
C.  at  the  end  of  8  hr.  can  be  ascribed  mainly  to  decrease  in  temperature 
difference  between  the  furnace  contents  and  the  inside  surface  of  the 
furnace  chamber. 

The  average  difference  due  to  radiation  was  applied  to  the  re- 
sults plotted  in  Fig.  40  (b)  and  the  estimated  indication  of  the  un- 
protected fine  wire  couple  is  given  by  the  upper  curve. 

Since  the  indication  of  all  pyrometers  is  influenced  by  lag  and 
radiation  effects,  the  comparison  of  furnace  exposures  afforded 
by  the  indicated  temperatures  given  •  in  Fig.  39,  is  limited 
by  differences  in  these  particulars  incident  with  the  types  of  pyrometers 
used. 

3.     FIRE  AND  WATER  TEST  PROCEDURE 

The  duration  of  the  fire  periods  varied  from  22J4  min.  to  1  hr., 
and  that  of  the  subsequent  water  application,  from  1  to 
5  min.  The  length  of  the  maximum  fire  period  was  determined 
by  the  time  within  which  water  is  generally  applied  in  building 
fires,  which  was  estimated  as  being  one  hour.  The  unprotected 
columns  and  some  of  the  protected  columns  were  given  fire  periods 
of  shorter  duration  which  were  well  within  the  time  to  failure  of  the 
corresponding  columns  in  the  fire  test  series.  The  duration  and 
pressure  of  the  water  application  were  also  varied  for  the  different 
types  of  protection,  the  heavier  ones  being  subjected  to  the  most 
severe  test  conditions. 

In  applying  the  hose  stream,  the  nozzle  was  moved  back  and 
forth  on  one  side  of  the  furnace  and  maintained  at  a  constant  dist- 
ance from  the  column,  the  water  being  applied  in  succession  over 
the  full  height  on  three  of  its  sides. 


OBSERVATIONS  DURING  TEST  121 

4.     OBSERVATIONS  DURING  TEST 

Readings  for  temperature  of  furnace  and  of  test  column  were 
taken  at  intervals  of  2  to  15  min.,  the  frequency  of  the  readings 
depending  on  the  rate  of  temperature  change.  Readings  for  de- 
formation were  also  taken  at  intervals  of  2  to  15  min. 

Notes  were  taken  on  the  character  of  the  fire  and  on  its  effects 
on  the  test  column  at  all  stages  of  the  test  where  the  latter  could 
be  observed. 

5.     OBSERVATIONS  AFTER  FAILURE 

• .  ' , 

After  the  column  had  cooled  notes  were  taken  of  its  general 
condition  and  the  covering  was  partly  or  wholly  removed  to  de- 
termine the  extent  to  which  it  was  damaged.  Measurements  were 
taken  of  the  amount  and  direction  of  the  final  buckle. 

6.     PHOTOGRAPHIC  RECORDS 

Photographs  were  taken  of  all  columns  after  test  and  also  of 
a  number  of  typical  columns  before  test.  The  views  were  generally 
taken  diagonally  and  from  opposite  sides  so  as  to  show  all  faces  of 
the  column,  only  one  view  'being,  as  a  rule,  included  in  this  report. 


X.     RESULTS  OF  FIRE  TESTS 
1.    FIRE  TEST  RESULTS  IN  TABLES  AND  FIGURES 

The  results  of  the  fire  tests  in  points  of  time  to  failure,  load 
sustained  and  relative  fire  exposure  are  given  in  Tables  42a  to  42i. 
The  columns  are  grouped  by  classes  of  protection  and  the  thickness 
and  material  applied  in  each  test  are  indicated. 

In  Table  43  (p.  136)  are  given  the  period  of  expansion,  the  time 
to  failure  and  the  maximum  temperatures  attained  in  the  metal. 

The  period  of  expansion  of  a  column  when  loaded  and  exposed 
to  fire,  is  the  period  from  the  beginning  of  the  test  to  the  time  when 
expansion  of  the  column  ceases,  due  to  yielding  of  the  heated  metal 
under  the  applied  load. 

The  time  to  failure  in  the  fire  test  extends  from  the  beginning  of 
the  test  to  the  time  when  the  column  is  unable  to  sustain  the  applied 
working  load. 

The  time  to  failure  of  all  columns  in  the  fire  test  series  is  given 
in  diagram  form  in  Fig.  42  (p.  129)  and  the  period  of  expansion  of 
the  steel,  cast  iron  and  concrete  columns  is  given  in  similar  manner  in 
Fig.  45  (p.  134). 

2.  PHOTOGRAPHIC  RECORDS 

Views  before  and  after  test  of  the  columns  in  the  fire  test  series 
are  given  in  Figs.  58  to  82,  Appendix  A  (p.  231-255). 

Since  a  large  portion  of  the  effects  shown  on  the  photographs 
of  columns  after  test  is  due  to  the  deformation  and  deflection  taking 
place  at  failure,  they  should  not  be  considered  as  representing  the 
condition  of  the  column  or  its  covering  immediately  before  this 
point  was  reached.  The  general  condition  of  the  test  columns  near 
the  end  of  the  fire  period  is  indicated  in  their  respective  test  logs. 

3.  FURNACE  TEMPERATURES 

The  temperatures  of  the  furnace  in  the  fire  tests,  as  indicated 
by  thermocouples  located  on  two  levels  at  symmetrical  points  with- 
in the  chamber,  are  given  by  the  upper  curves  in  Figs.  90  to  141, 
Appendix  B  (p.  265-316). 

(a)  Variations  from  Average  Curve 

To  obtain  a  measure  of  the  variation  in  furnace  exposure  be- 
tween the  different  tests,  the  area  under  the  average  furnace  curve 
given  in  Fig.  39,  was  calculated  up  to  the  end  of  successive  in- 
tervals and  compared  with  the  area  under  the  average  furnace  curve 
for  each  test  up  to  a  point  near  failure.  The  comparisons  are  given 
in  Tables  42a  to  42i  as  percentages  of  the  area  under  the  average 
curve  of  all  tests. 

122 


FIRE  TEST  RESULTS  IN  TABLES  AND  FIGURES 


123 


TABLE  42a.— RESULTS  OF  FIRE  TESTS 
Unprotected  Columns 


Test 
No. 

SECTION 

Nominal  Area, 
Sq.  In. 

1/r 

Load  Sustained 
During  Teot 

Time  to 
Failure, 
Hr-Min. 

Furnace 
Expo- 
sure, 
Percent 

Total 
Load, 
Lb. 

Unit 
Load, 
Lb.  per 
Sq.In. 

1 
2 
3 
4 
6 
6 
7 
8 
9 
10 
10A 
11 

12 
13 

Rolled  H     

10.17 
13.00 
8.76 
7.78 
9  32 
10.12 
8.44 
13.27 
14.73 
14.73 
14.45 
14.73 

Steel 
6.93 
Concrete 
38.74 

Steel 
18.36 
Concrete 
40.07 

75.6 
111.8 
64.7 
44.0 
81.7 
72.1 
40.7 
108.5 
68.2 
68.2 
63.2 
68.2 

63.9 
68.2 

119500 
116000 
111000 
111000 
105000 
122000 
122500 
124000 
95500 
95500 
98500 
95500 

114500 
236000 

11750 
8900 
12650 
14250 
11250 
12050 
14500 
9350 
6500 
6500 
6800 

0-11M 
0-19& 
0—14 
0—11 
0-14& 
0—17 
0—  14 
0—21^ 
0-34^ 
0—  34H 
0-34M 
0-45M 

0—36 
1-11% 

95.6 
97.0 
101.4 
101.1 
100.0 
89.6 
96.3 
99.0 
101.2 
101.7 
100.3 
103.1 

101.9 
99.3 

Plate  and  Angle  

Plate  and  Channel 

Latticed  Channel 

Z-bar  and  Plate 

I-beam  and  Channel        

Latticed  Angle  
Starred  Angle  

Round  Cast  Iron  
Round  Cast  Iron  

Round  Cast  Iron 

Round  Cast  Iron  (Concrete  filled) 
Steel  Pipe  (Concrete  filled)  

Reinforced   Steel   Pipe    (Starred 
angles  imbedded   in   concrete 
filling)       .             

o  4it°^:&i?eentSFsSie        f  l 

prope?tfes  oSf  the  sections  and  details  of  protections  are  given  in  Tables 
(p.  37-52). 


to 


124 


RESULTS   OF   FIRE   TESTS 


TABLE  42b.— RESULTS  OF  FIRE  TESTS 
Columns  partly  protected  by  concrete 


'Protection 

Age  of 
Cover- 

Load 
Sustained 

Time  to 

Furnace 

Test 
No. 

SECTION 

Mixture 

Kind  of  Concrete 

ing, 
Days 

During 
Test,  Lb. 

Failure, 
Hr.—  Min. 

Exposure, 
Percent 

14 

Rolled  H 

1-2-4 

405 

119500 

1        0414" 

OK    1 

15 

Rolled  H  

1:2:4 

Rockport  granite  

407 

119500 

0-48M 

91.5 

16 

Plate  and  Angle.  .  . 

1:2:4 

New  York  trap  

416 

116000 

0-44K 

94.8 

17 
18 

Plate  and  Angle.  .  . 
Latticed  Channel.  . 

1:1H:4H 
1:2:4 

Hard  coal  cinders  
New  York  trap  

408 
418 

116000 
111000 

0-41% 
2  —  53 

99.6 
98  1 

19 

Z-bar  and  Plate.  .  . 

1:3:5 

Chicago  limestone  

414 

105000 

1-07M 

95.8 

20 

I-beam  and 
Channel 

1-3-5 

415 

122000 

1        24V6 

100  2 

21 

I-beam  and 
Channel  

1-3:5 

New  York  trap 

416 

122000 

1  —  21^ 

99  6 

',     22 

Latticed  Angle  

1:2:4 

Chicago  limestone  

408 

119500 

5  —  14 

99.2 

'R/i-entrant  portions  and  interior  filled  with  concrete. 


TABLE  42c.— RESULTS  OF  FIRE  TESTS 
Columns  protected  by  plaster  on  metal  lath 


Test 
No. 

SECTION 

Protection 

Age  of 
Cover- 
ing, 
Days 

Load 

Sustained 
During 
Test,  Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure 
Percent 

23 

Plate  and  Angle... 

Two    2-coat   layers   of   Portland 
cement    plaster    on    expanded 

508 

•1  17500 

2  —  52 

103.1 

metal  lath,   each   layer   1   in. 

thick,  with  a  M-in.    air  space 

between  layers 

24 

Plate  and  Channel. 

Two   2-coat   layers  of   Portland 

496 

111000 

2  —  24 

101.6 

cement  plaster  on  woven  wire 

lath,  each  layer  %  in.   thick 

• 

with  a  %-in.  air  space  between 

layers 

25 

Z-bar  and  Plate.  .  . 

One  2-coat  layer  of  Portland  ce- 

484 

105000 

1  -07^ 

103.7 

ment  plaster,   1  in.  thick,   on 

expanded  metal  lath 

26 

Latticed  Angle  

One  2-coat  layer  of  Portland  ce- 

497 

122500 

1  _  2ZYz 

104.2 

ment  plaster,  1^  in.  thick,  on 

expanded  metal  lath 

27 

Round  Cast  Iron.  .  . 

One  2-coat  layer  of  Portland  ce- 

498 

95500 

2  —  58 

68.2 

ment  plaster,  1J^  in.  thick  or 

high    ribbed    expanded    metal 
lath  with  a  J^-in.    broken  air 

space 

'Heavier  load  used  as  plate  has  1/32  in.  greater  thickness  than  nominal. 


FIRE  TEST  RESULTS  IN  TABLES  AND  FIGURES 


125 


TABLE  42d.— RESULTS  OF  FIRE  TESTS 
Columns  protected  by  concrete 


Test 
No. 

SECTION 

Protection 

Age  of 
Cover- 
ing, 
Days 

Load 
Sustained 
During 
Test, 
Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure, 
Percent 

Thick- 
ness, In. 

Mix- 
ture 

Kind  of 
Concrete 

28 

Rolled  H     . 

2 

1:2:4 

Chicago 

437 

119500 

«  vtas 

96.9 

limestone 

u         oo/^ 

28A 

Rolled  H 

2 

1:2:4 

Chicago 

438 

119500 

7  nois 

95.2 

limestone 

I            vy% 

29 

Rolled  H    

2 

1:2:4 

New  York 

435 

119500 

4  QOL^ 

99.5 

trap 

*        ooT'j 

30 

Rolled  H     

2 

1:2:4 

Joliet 

439 

119500 

7—16 

99.2 

gravel 

31 

Rolled  H  

2 

1:2:4 

Cleveland 

500 

119500 

4  —  11H 

99.4 

sandstone 

32 

Rolled  H 

2 

1:2:5 

Hard  coal 

503 

119500 

3  44 

101.3 

cinders 

32A 

Z-bar  and  Plate 

2 

1:2:5 

Hard  coal 

497 

105000 

4  —  02 

100.5 

cinders 

33 

Rolled  H  

4 

1:2:4 

Chicago 

450 

119500 

8  —  08 

99.2 

limestone 

1431000 

33A 

Rolled  H  

4 

1:2:4 

Chicago 

455 

119500 

8  —  07M 

98.8  . 

limestone 

J405000 

34 

Rolled  H         ... 

4 

1:2:4 

Rockport 

452 

119500 

7  —  58 

98.6 

granite 

34A 

Rolled  H 

4 

1:2:4 

Rockport 

454 

119500 

7  —  23 

102.5 

granite 

35 

Rolled  H    

4 

1:3:5 

Chicago 

504 

119500 

8  —  07 

101.3 

limestone 

J348000 

36 

Plate  and  Angle.  .  . 

2 

1:2:4 

New  York 

445 

116000 

3-53M 

100.3 

trap 

37 

Plate  and  Angle... 

4 

1:2:4 

New  York 

503 

116000 

7-34H 

99.9 

round 

trap 

38 

Plate  and  Channel. 

2 

1:2:4 

Joliet 

449 

•116500 

5-28M 

100.2 

gravel 

39 

Plate  and  Channel. 

4 

1:2:4 

Meramec  R. 

436 

•116500 

3  —  41M 

98.3 

gravel 

40 

Latticed  Channel.. 

2 

1:2:4 

New  York 

501 

111000 

7  —  57 

99.1 

round 

trap 

41 

Z-bar  and  Plate.  .  . 

4 

1:3:5 

Chicago 

451 

105000 

8-24M 

99.6 

limestone 

1332000 

42 

Z-bar  and  Plate.  .  . 

4 

1:3:5 

Chicago 

453 

105000 

8-11M 

98.5 

limestone 

1333000 

43 

I-beam  and 

2 

1:2:4 

Cleveland 

456 

122000 

4  —  11 

98.7 

Channel 

sandstone 

44 

I-beam  and 

2 

1:3:5 

Cleveland 

458 

122000 

3-04M 

100.6 

Channel 

sandstone 

45 

Starred  Angle  

2 
round 

1:2:4 

Meramec  R. 
gravel 

447 

124000 

1  —  47 

99.7 

46 

Latticed  Angle.  .  .  . 

t2 

1:2:4 

New  York 

451 

122500 

6-43K 

99.0 

47 

Round  Cast  Iron... 

2 

1:2:5 

trap 
Hard  coal 

446 

95500 

2  —  482i 

99.6 

cinders 

m 

•Heavier  load  used  as  plates  have  1/32  in.  greater  thickness  than  nominal. 

f2-in.  outside  rivets,  3p£-in.  outside  angles. 

jLoad  necessary  to  cause  failure  of  column.    After  8  hr.  the  load  was  increased  until  failure  occurred. 


126 


RESULTS    OF   FIRE   TESTS 


TABLE  42e.— RESULTS  OF  FIRE  TESTS 
Columns  protected  by  Hollow  Clay  Tile 


Protection 

Age  of 

Load 

Test 
No. 

SECTION 

Thick- 
ness of 
Tile,  In 

Kind  of  Tile,  Filling, 
and  Method  of  Tying 

Cover- 
ing, 
Days 

Sustained 
During 
Test,  Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure 
Percent 

48 

Rolled  H  

2 

New    Jersey    semi-fire 

clay 

496 

119500 

1  —  50 

100.9 

No  filling 

Outside  wire  ties 

49 

Rolled  H 

4 

Same  as  No.  48 

497 

119500 

1  —  40 

99.9 

50 

Plate  and  Angle.  .  . 

2 

Surface  clay,  Boston.  .  . 
Granite  concrete  fill 

494 

116000 

1  -05% 

99.8 

50A 

Plate  and  Angle  .  .  . 

2 

Same  as  No.  50 

505 

*1  17500 

1  _  591^ 

101.8 

51 

Plate  and  Angle  . 

4 

Same  as  No.  50 

487 

116000 

2  —  17% 

101.8 

51A 

Plate  and  Angle  .  .  . 

4 

Same  as  No.  50 

507 

116000 

2  _  551^ 

100.5 

52 

Plate  and  Channel. 

2 

Ohio  shale  

513 

111000 

1  —40% 

100.2 

Cinder  concrete  fill 

Outside  wire  ties 

53 

Plate  and  Channel. 

4 

Same  as  No.  52  

495 

111000 

1  -22% 

103.0 

54 

Latticed  Channel.. 

2 

Ohio  semi-fire  clay  .... 

489 

111000 

3-17% 

101.1 

Trap  concrete  fill 

Outside  wire  ties 

55 

Z-bar  and  Plate... 

2 

Ohio  semi-fire  clay  .... 

485 

105000 

3  —  46% 

99.5 

Limestone  concrete  fill 

Outside  wire  ties 

56 

Z-bar  and  Plate... 

4 

Ohio  semi-fire  clay  .... 

491 

105000 

3-33^ 

100.3 

Limestone  concrete  fill 

Wire  mesh  in  joints 

57 

I-beam  and 

Surface  clay,  Chicago.  . 

491 

122000 

3  —  23 

100.0 

Channel        .   ... 

4 

Limestone  concrete  fill 

Outside  wire  ties 

58 

I-beam  and 

Surface  clay,  Chicago.  . 

502 

122000 

4-35% 

101.7 

Channel 

Two  2 

Hollow  tile  fill 

Wire  mesh  in  joints 

59 

I-beam  and 

Surface  clay,  Chicago.  . 

490 

122000 

1-33% 

101.2 

Channel 

Two  2 

Hollow  tile  fill 

Outside  wire  ties 

60 

Latticed  Angle  

2 

Ohio  semi-fire  clay  .... 

487 

122500 

3  —  09^ 

100.4 

Trap  concrete  fill, 

placed  before  tile  was 

e/vf 

S6t 

Outside  wire  ties 

61 

Latticed  Angle  

2 

Ohio  semi-fire  clay  

501 

122500 

0-50% 

100.3 

No  filling 

Outside  wire  ties 

62 

Round  Cast  Iron... 

2 

Porous  semi-fire  clay, 

round 

New  Jersey  

483 

95500 

4  —  UK 

101.3 

No  filling 

Outside  wire  ties 

63 

Round  Cast  Iron.  .  . 

2 

Same  as  No.  62  

493 

95500 

2-  57y2 

100.6 

round 

76 

Rolled  H  

2 

Ohio  shale  ;  Ohio  semi- 

fire     clay;    semi-fire 

clay,  New  Jersey  .  . 

42 

119500 

4-25K 

98.1 

Limestone  concrete  fill 

Wire  mesh  in  joints 

• 

Tile  covered  with  %-in. 

layer  of  gypsum  plas- 

ter 

77 

Plate  and  Angle.  .  . 

4 

Semi-fire  clay,  N.  J.; 

surface  clay,  Chicago; 

surface  clay,  Boston.  . 

45 

116000 

4-42% 

97.3 

Limestone  concrete  fill 

Wire  mesh  in  joints 

Tile  covered  with  5^-in. 

layer  of  lime  plaster 

""Heavier  load  used  as  plate  has  1/32  in.  greater  thickness  than  nominal. 


FIRE  TEST  RESULTS  IN  TABLES  AND  FIGURES 


127 


TA£LE  421.— RESULTS  OF  FIRE  TESTS 
Columns  protected  by  gypsum  block 


Test 
No. 

SECTION 

Thickness 
of  Block, 
In. 

Protection 

Age  of 
Cover- 
ing, 
Days 

Ixmd 
Sustained 
During 
Test.  Lb. 

Time  to 
Failure, 
Hr.-^Iin. 

Furnace 
Exposure, 
Percent 

Kind  of  Block,  Filling  and 
Method  of  Tying 

64 

Rolled  H.. 

4 

Western  gypsum  (solid) 

502 

119500 

4-43M 

104.5 

Hollow  gypsum  block  fill 
Wall  ties  in  joints 

65 

Plate  and 

2 

Western  gypsum  (solid) 

505 

111000 

2-21M 

104.5 

Channel 

Solid  gypsum  block  fill 
Wall  ties  in  joints 

66 

Latticed 

2 

Eastern  gypsum  (solid) 

495 

111000 

2  —  36 

101.0 

Channel 

Poured  gypsum  fill 

Wire  mesh  in  joints 

67 

Rolled  H.. 

4 

Same  as  No.  66 

492 

119500 

5-31^ 

101.2 

67A 

Rolled  H.. 

4 

Same  as  No.  66 

491 

119500 

6-24M 

99.7 

TABLE  42g.— RESULTS  OF  FIRE  TESTS 
Columns  protected  by  brick 


Test 
No. 

SECTION 

Thickness 
of  Brick, 
In. 

Kind  of  Brick  and 
Filling 

Age  of 
Cover- 
ing, 
Days 

Load 
Sustained 
During 
Test,  Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure, 
Percent 

68 

Rolled  H.. 

2K 

Chicago  common  brick  set 

498 

119500 

1-40M 

104.0 

on  edge  and  end 
Brick  fill 

69 

Rolled  H.. 

m 

Chicago  common«brick  laid 

502 

119500 

7-13M 

101.2 

flat 

Brick  fill 

128 


RESULTS  OF  FIRE  TESTS 


TABLE  42h.— RESULTS  OF  FIRE  TESTS 

Reinforced  Concrete  Columns 

Effective  length,  12  ft.,  8  in. 


Concrete 

Ixmd 

Test 
No. 

SECTION 

Outside  Dimensions 
and  Reinforcement 

Age, 
Days 

Sus- 
tained 
During 
Test, 
Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure, 
Percent 

Mix- 
ture 

Kind 

70 

Square  Vertically 
Reinforced 

16-in.  square  
Four  1-in.  sq.  bars 

1:2:4 

Chicago 
limestone 

433 

101000 
J294000 

8-40M 

101.1 

71 

Square  Vertically 

Same  as  No.  70  

1:2:4 

New  York 

450 

101000 

7  —  22% 

99.2 

Reinforced 

trap 

72 

Round  Vertically 

17  in.  diameter  

1:2:4 

Chicago 

520 

107500 

8  —  04H 

102.1 

Reinforced 

Six  1-in.  sq.  bars 

limestone 

J250000 

73 

Round  Vertically 

Same  as  No.  72  

1:2:4 

New  York 

442 

107500 

7  —  57^ 

98.5 

Reinforced 

trap 

74 

Hooped  Reinforced 

17  in.  diameter.  .  .  . 

1:2:4 

Chicago 

522 

129000 

8  —  06J-3 

99.5 

Six%-in.  sq.  bars 

limestone 

1243000 

M-in.    (j)  spiral  on 

IMi-in  •  pitch] 

75 

Hooped  Reinforced 

Same  as  No.  74  

1:2:4 

New  York 

460 

129000 

8  —  01M 

100.7 

trap 

U63000 

JLoad  necessary  to  cause  failure  of  column.    After  8  hr.  the  load  was  increased  until  failure  occurred. 


TABLE  42L— RESULTS  OF  FIRE  TESTS 

Timber  Columns 
Nominal  net  section,  11^  by  11^  in.    Effective  length,  12  ft.,  8^  in. 


Test 
No. 

Species 

Bearing 
Details 

Protection  of  Column 
and  Cap 

Load 

Sustained 
During 
Test,  Lb. 

Time  to 
Failure, 
Hr.—  Min. 

Furnace 
Exposure, 
Percent 

78 
79 

Longleaf  pine... 

Cast    iron    cap 
and  pintle 

One   2-coat   layer  of   Portland 
cement  plaster  1  in.  thick  on 
woven   wire  lath,  M-iQ-    air 
space.    Age,  30  days 

118500 
118500 

2  -  15M 
0  —  50 

97.6 
105.2 

80 
81 

Longleaf  pine... 

and  pintle 

Steel  plate  cap 
and     timber 
strut 

Steel  plate  cap 

One  thickness  of  zA-\n.  gypsum 
wall  board  with  metal  corner 
beads  nailed  to  column 

Unprotected    

118500 
118500 

1  —  13 
0  —  35 

103.5 
113.0 

82 

and     timber 
strut 

Unprotected        

118500 

0  —  45M 

106.6 

83 

and  pintle 

118500 

0  —  38^ 

106.1 

and     timber 
strut 

NOTE:  Details  of  design  of  reinforced  concrete  and  timber  columns  are 
riven  in  Figs.  8  to  10  (p.  30-33)  and  further  details  of  protections  are  given  in 
Fables  3i  to  3j  (p.  53-54). 


FIRE  TEST  RESULTS  IN  TABLES  AND  FIGURES 


129 


TIME  TO  FAILURE    IN    FIRE  TESTS 

GROUP 

'NO' 

1            2545678 

Unprotected 
Structural 
Steel 

Unprotected 
Cd3t  Iron 

Unprotected 
nmDer 

ynprot  ectsd 

rip*  Columns 

ffcrtly 
Protected 
JStrvictura 
Steel 

Haater 
Protections 

Two  inch 
Hollow 
Glau,  Tile 
and  DricK 
Protections 

Four  Inch 
Hollow 
Claq  Tile 
and  BrlcK 
Protections 

Twoln.5ol!dSypsuin 
BlocKProtetcWis 

four  In.Solid  Gypfum 
Btoch  Protect  ions 

Two  Inch 
Concrete 
Protections 

Four  kien 
Concrete 
Protect  loirs 

Reinforced 
Concrete 
Coivunoa 

*>• 
i 

8 

II 

li 
18 

••) 
•Hi 
HHI 

•• 

•HI 

•Hi 
HHI 

•HI 
•HI 

HHI 

HHI 
HHI 
HHI 
•HI 
HH 
•Hi 

I 
• 
| 

mm 

\ 

• 
mm 
mmm 

• 
M~mm 

mm 
ay 

mmm 

E= 

Mi 

m 
mmmm 

• 

er  8  hours,  lofld  on  column  was 
ed  until  (bilure  occurred  at  loOd  noted 

i| 

HH 

•MHl 

• 

6O 
78 

at. 
| 

^•^•^H 

•M 

i 

vl 

76 

II 

5"IA 

•HBHHI 

m 

mmmt 
mmmmm 

tmmmm 

._ 

65 
66 

64- 
67 

32 

I! 

— 

— 

mmmm 

- 

30 

i 

70 

72 
74- 

IH^E^M 

••^•••i 

mmmm 
mmmm 

==: 

mmmmmnm 
mmmmmmm 

mmmm 
ammm 

••MP 

mmmm* 

mmmm 
ammmi 

mil  ill 



ii  mm  i 

••vn 

mmmi 
fmmmml 

rnmax 

mmmm 

mmaa 
mmrnnm 

LU    0 

3  333000 
j  348000 

!           c 

\ 

f       .           f 

HOUF 

I.     -             « 

?s 

i         : 

r 

1 

i  esoooo 

3  frWOOO 

» 

Fig.  42. — TViwe  ^o  failure  of  columns  in  fire  test  series. 


130 


RESULTS  OF  FIRE   TESTS 


4.     COLUMN  TEMPERATURES 

The  temperatures  attained  in  the  test  columns  and  their  cover- 
ings are  given  by  the  lower  curves  in  Figs.  90  to  141,  Appendix  B 
The  arrows  on  the  plots  indicate  the  time  of  failure  for  each  test 


hollow  ClavTile  Protect 


Thermocouple   Locations 
Fig.  43.— Temperature  variation  over  cross  section  of  typical  columns. 


COLUMN  TEMPERATURES  131 

(a)  Temperature  Variation  Over  Length  of  Column 

The  highest  temperature  generally  obtained  over  the  middle 
half  of  the  column,  the  loss  of  heat  at  the  ends  due  to  conduction 
tending  to  maintain  a  lower  temperature  in  the  adjacent  portions 
of  the  column.  The  difference  was  seldom  very  large  and  in  some 
tests,  due  to  local  variations  in  furnace  temperature  or  in  column 
protection,  the  highest  temperature  was  indicated  by  one  of  the 
end  couples. 

(b)  Temperature  Variation  Over  Cross  Section 

The  temperature  variation  laterally  across  the  section  was  quite 
marked  in  all  protected  column  tests,  the  highest  temperature  in 
the  metal  obtaining  almost  invariably  at  the  outer  edges.  In  Fig.  43 
this  variation  is  given  for  some  typical  columns  near  failure. 

The  temperature  indicated  by  the  couple  in  the  covering,  varied 
with  its  distance  from  the  surface  and  the  character  of  the  cover- 
ing material. 

(c)   Dehydration  Points 

In  the  tests  with  concrete  or  gypsum  protections  and  rein- 
forced concrete  columns,  temperatures  in  the  column  of  about 
100°  C.  (212°  F.)  obtained  over  a  considerable  length  of  time  due 
to  evaporation  of  water  in  the  concrete  and  gypsum.  To  less  ex- 
tent, this  effect  was  present  in  tests  with  plaster  on  metal  lath  and 
concrete  filled  hollow  clay  tile  protections. 

5.  LONGITUDINAL  DEFORMATION  AND  AVERAGE 
TEMPERATURE 

The  unit  longitudinal  deformation  measured  over  a  37-in.  gauge 
length  located  immediately  above  the  mid-height  of  the  column 
(Fig.  33)  together  with  the  computed  average  effective  tempera- 
ture over  the  same  length,  are  plotted  for  a  number  of  fire  tests  in 
Figs.  146  to  171,  Appendix  C  (p.  322-347). 

(a)   Computation  of  Average  Effective  Temperature 

The  relative  location  of  gauge  points  and  thermocouple  points 
and  the  temperature  variation  between  the  latter  assumed  in  calcu- 
lating the  average  effective  temperature  in  the  gauge  length,  are 
shown  in  Fig.  44  for  the  case  of  the  Rolled  H  section.  It  can  be 
readily  shown  with  reference  to  the  diagram  at  (a)  that  the  average 


132 


RESULTS   OF   FIRE   TESTS 


M 


Fig.   44. — Assumed   temperature   variation   between   thermocouple  points. 

temperature  in  the  gauge  length  of  the  edge  couples,  N,  M,  and  T, 
located  in  the  (3)  position,  is  given  by, 

.115  T  +  .143  N  +  .742  M.  =  Av.  (3) 

where  T,  N  and  M  are  the  temperatures  indicated  by  the  respective 
thermocouples  at  a  given  time.  Similarly  with  reference  to  the 
diagram  at  (b)  it  can  be  shown  that  the  average  temperature  in 
cross  section  at  a  given  level,  say  at  the  M  position,  is  expressed  by, 

.17  (1)  +  .38  (2)  +  .45  (3)  =  Av.  M. 

(1),  (2),  and  (3)  being  the  temperatures  indicated  by  thermocouples 
in  the  respective  positions  in  the  cross  section.  The  average  effect- 
ive temperature  in  the  gauge  length  (Av.  G.  L.)  can  then  be  ob- 
tained from  the  relation. 

/Av.  3  \ 

Av.  G.  L.  = Av.  M. 

V  M  3  / 

For  the  other  structural  steel  sections  the  average  temperature 
at  the  M  or  N  level  was  obtained  by  taking  the  sum  of  parts  of 
temperature  readings  of  couples  in  the  (1),  (2)  and  (3)  positions 
as  given  below,  the  derivation  being  similar  to  that  foj  the  Rolled  H 
section : 

Plate  and  Angle,  .33  (1)  +  .38  (2)  +  .29  (3). 

Plate  and  Channel,  .20  (1)  +  .27  (2)  +  .53  (3). 

Latticed  Channel,  .27  (1)  +  .365  (2)  +  .365  (3). 

Z-bar  and  Plate,  .441  (1)  +  .232  (2)  +  .327  (3). 

I-beam  and  Channel,  .223  (1)  +  .294  (2)  +  .483  (3). 

Latticed  Angle,  Test  No.  26,  .484  (1)  +  .35  (2)  4-  .166  (3). 

Latticed  Angle,  Test  No.  60,  .513  (2)  +  .487  (3). 

Starred  Angle,  .416  (1)  +  .584  (2). 


LONGITUDINAL   DEFORMATION  AND  AVERAGE  TEMPERATURE  133 

The  average  temperature  in  the  vertical  plane  was  obtained 
from  the  same  expression  as  that  given  for  the  Rolled  H  section 
in  all  cases  except  that  for  the  Plate  and  Channel  section,  due  to  a 
slight  difference  in  the  relative  positions  of  couples  and  gauge 
points,  the  average  temperature  was  given  by, 
.122  T  +  .742  M  +  .136  N. 

In  the  case  of  the  cast  iron  and  pipe  columns,  the  average 
temperatures  plotted  pertain  to  the  outer  surface  of  the  metal. 
Readings  obtained  on  the  inside  of  a  number  of  the  unfilled  cast 
iron  columns  indicate  temperatures  generally  lower  by  5  to  10°  C. 
For  the  reinforced  concrete  columns,  Figs.  169  to  171,  the  tempera- 
tures plotted  are  those  of  the  vertical  reinforcing  bars. 

The  maximum  error  involved  in  computing  average  tempera- 
tures by  the  above  method  is  estimated  to  be  within  20°  C.  for 
tests  where  the  covering  material  remained  in  place  until  near  the 
time  of  failure.  Where  parts  of  the  covering  fell  off,  as  for  tests 
plotted  in  Figs.  163;  165  and  166,  the  resulting  local  heating  and 
irregular  temperature  distribution  introduced  much  larger  errors 
as  evidenced  by  the  discrepancy  between  the  computed  tempera- 
ture and  the  corresponding  unit  deformation.  For  such  tests  the 
limit  of  error  is  probably  as  high  as  50°  C. 

(b)  Deformation  Under  Heat  and  Load 

On  application  of  working  load  to  the  column  before  starting 
the  fire  test,  a  compressive  deformation  resulted,  which  in  a  few 
tests  increased  slightly  during  the  first  part  of  the  fire  period  caused 
either  by  shrinkage  stresses  set  up  by  dehydration  of  the  covering 
or  by  increased  load  on  the  metal  portion  of  the  column  resulting 
from  cracking  of  the  covering.  As  the  temperature  increased,  the 
steel,  cast  iron  and  reinforced  concrete  columns  expanded  up  to  a 
point  where  the  yielding  due  to  the  load  became  equal  to  or  greater 
than  the  thermal  expansion.  (See  curves,  p.  321-347.) 

The  unit  expansion  per  degree  C.  during  this  period  varied 
generally  between  0.000010  and  0.000014  for  the  steel  and  cast  iron 
columns,  the  average  of  the  calculated  values  for  each  of  these  two 
types  of  columns  being  very  nearly  0.0000125.  These  were  taken 
from  room  temperature  up  to  a  point  where  the  rate  of  expansion 
began  to  decrease  rapidly  due  to  yielding  of  the  metal.  The  total 
observed  unit  expansion  up  to  the  point  where  expansion  ceased, 
varied  in  the  tests  of  steel  columns,  from  0.0044  to  0.0066,  the 
average  being  0.0054.  For  the  cast  iron  columns  the  variation  was 
from  0.0060  to  0,0071,  with  an  average  of  0.0064.  The  lower  values 
are  due  mainly  to  local  heating  which  caused  the  metal  to  yield 


134 


RESULTS   OF   FIRE   TESTS 


PERIOD      OF     EXPANSION 

GROUP 

BE 

£          3          4         5          6         7        8 

Unprotected 
Structural 
Steel 

Unprotected 
Cast  Iron 

Unprotected 
Pipe  Columno 

Parti  q 
Protected 
Structural 
Steel 

Plaster 
Protections 

Two  inch 
Hollow 
ClaqTile 
.and  Brick 
Protections 

Four  Inch 
Hollow 
Ciou,nie 
and  BricK 
Protections 

TvvOin.3olidGqpsuni 
BlocH  Protections 

ourlnSolkiGupsun 

4. 
,§A 

!? 

:§ 

• 

m 
• 

tmm 

mm 
•Mmmm 

•MM 

fmmmm. 

m^mmm 

mmmtm 
ummm 

mmm* 
wmmm 

• 

••• 

•• 

tm 
mm 
mm 
mmmmm 

•••Mi 
mmmm 

• 
• 

— 

••MM 

mmmmm 

— 

^HHI 
^••H 

S2 

• 

M 

i 
t 

mmmm 
mmtmm 

—  » 

ammm 
mmmm 
«» 

•Ml 

= 

•• 

— 



— 

mm, 

% 

•••• 

MWM 

•I 

••••i 

••••• 

••• 

^ 

fc>b 
W 

BlocK  Protections 

Two  Inch 
Concrete 
Protections 

Tour  Inch 
Concrete 
Protections 

Reinforced 
Concrete 
Columns 

6>A 

\\ 
3EA 

mmmm 

•MVi 

= 

= 

m 

— 

! 

i 

c 

1 

HOI 

4 

JRS 

3 

t 

D 

/ 

8 

Fig.  45. — Expansion  period  of  steel,  cast  iron,  and  concrete  columns  in  fire 

test  series. 


LONGITUDINAL    DEFORMATION  AND  AVERAGE  TEMPERATURE  135 

over  a  relatively  short  portion  of  the  gauge  length  before  full  expan- 
sion had  been  attained  elsewhere.  The  columns  under  the  lower 
unit  loads  generally  attained  higher  expansion  than  those  more 
heavily  loaded. 

In  the  tests  of  reinforced  concrete  columns  unit  expansions  of 
0.0000095  to  0.0000102  per  degree  C.  obtained  with  values  of  maxi- 
mum unit  expansions  of  0.0023  to  0.0046.  The  point  of  maximum 
expansion  was  less  sharply  defined  than  for  the  steel  and  cast  iron 
columns  and  the  expansion  attained  was  lower. 

The  compressive  deformation  taking  place  subsequent  to  maxi- 
mum expansion  varied  in  rate  and  duration  with  the  type  of  column 
and  the  load  carrying  capacity  of  the  covering  material.  In  some 
tests  the  total  compression  before  failure  more  than  equalled  the 
previous  expansion. 

In  the  tests  of  timber  columns  slight  expansions  were  noted 
during  the  first  few  minutes  of  the  fire  period,  subsequent  to  which 
the  movement  was  one  of  progressive  depression,  the  principal  de- 
formation occurring  at  the  bearings  on  the  steel  or  cast  iron  cap 
introduced  near  the  top  of  the  column. 

(c)  Period  of  Expansion 

The  period  of  expansion  and  time  to  failure  of  all  columns  in 
the  fire  test  series  are  given  in  Table  43  (p.  136-137).  A  comparison 
is  given  between  the  length  of  the  portions  of  the  test  period  preced- 
ing and  following  the  point  of  maximum  expansion,  as  also  the 
maximum  temperatures  obtaining  at  the  latter  point  and  at  failure. 

The  period  of  expansion  of  the  steel,  cast  iron  and  concrete 
columns  is  shown  in  chart  form  in  Fig.  45. 

(d)  Maximum  Column  Temperatures 

These  are  given  in  Table  43  for  the  point  of  maximum  expan- 
sion and  the  time  of  failure,  the  temperatures  being  obtained  from 
the  time-temperature  curves  extended  where  necessary  to  the  fail- 
ure point  of  the  given  test. 

The  edge  temperature  for  the  structural  steel  columns  is  the 
maximum  temperature  indicated  by  the  couple  located  nearest  to 
the  edge  of  the  section  on  any  of  the  four  regular  thermocouple 
levels.  For  the  cast  iron  columns  the  temperatures  given  pertain 
to  the  outer  surface  of  the  metal  and  for  the  reinforced  concrete 
columns,  to  the  vertical  reinforcing  bars.  The  edge  temperatures 
given  for  the  timber  columns  were  measured  on  the  metal  cap  at 
the  edge  of  the  column  bearing. 

The  maximum  average  temperatures  for  the  sections  of  the 
columns  having  the  highest  edge  temperatures  were  computed  by 


136 


RESULTS   OF   FIRE   TESTS 


TABLE  43.— TIME  TO  FAILURE,  PERIOD  OF  EXPANSION  AND 
MAXIMUM  COLUMN  TEMPERATURES 


Test 
No. 

Period 
of 
Expansion 
Hi.—  Min 

Time 
to 
Failure. 
Hr.—  Min 

Difference, 
Percent  of 
Expansion 
Period 

Maximum  Observed  Temperature  in  Metal,  Dee.  C. 

At  End  of  Expansion  Period 

At  Failure 

Couple 
Level 

Edge 

Average 

Couple 
Level 

Edge 

Average 

1 

0  —  08 

0  —  11% 

40.6 

B 

530 

B 

624 

2 

0—17 

0  —  19', 

13.2 

N 

633 

N 

668 

3 

0  —  11 

0  —  14 

27.3 

M 

557 

M 

626 

4 

0  —  09 

0  —  11 

22.2 

M 

510 

M 

578 

5 

0  —  11 

0  —  14% 

29.5 

M 

620 

M 

670 

6 

0  —  13 

0  —  17 

30.8 

B 

623 

B 

660 

7 

0  —  11 

0—14 

27.3 

M 

547 

M 

622 

g 

0  —  19 

0  —  21J^ 

13.1 

B 

575 

B 

620 

9 

0  —  24 

0  —  34% 

42.7 

M 

584 

5| 

M 

694 

s 

10 

0  —  23 

0  —  34^ 

50.0 

B 

638 

B 

745 

10A 
11 

0  —  22 
0  —  27 

0  —  34% 
0  —  45% 

55.7 
67.6 

N 
B 

626 
570 

[Measured 
j  on  surface 

N 
B 

718 

758 

[Measured 
[on  surface 

12 

0  —  14 

0  —  36 

157.0 

N 

502 

of  column 

of  column 

13 

0  —  52 

1  —  11% 

37.9 

M 

781 

J 

""M" 

"'872' 

J 

14 

0  —  45 

1  —  04% 

42.8 

M 

623 

M 

810 

15 

0  —  40 

0  —  48% 

20.6 

N 

670 

N 

730 

16 

0  —  40 

0  —  44J^ 

11.2 

M 

671 

M 

717 

17 

0  —  40 

0  —  41% 

4.4 

N 

700 

N 

724 

18 

2  —  00 

2  —  53 

44.1 

N 

672 

N 

788 

19 

1  —  00 

1  -07% 

12.1 

M 

831 

M 

860 

20 

1  —  10 

1  —  24^ 

20.7 

N 

853 

N 

909 

21 

1  —  10 

1  —21% 

16.8 

M 

820 

M 

858 

22 

1  —  40 

5-  14 

214.0 

M 

504 

N 

790 

23 

2  —  30 

2  —  52 

14.7 

M 

573 

'"556"' 

M 

650 

'"635"' 

24 

2  —  00 

2  —  24 

20.0 

N 

504 

498 

N 

614 

609 

25 

0  —  57 

1  -  07% 

18.9 

N 

564 

522 

N 

653 

610 

26 

1  —  10 

1  -23^ 

19.3 

N 

512 

501 

N 

606 

598 

27 

2—11 

2  —  58 

35.9 

T 

607 

N 

735 

28 

3  —  30 

6-33% 

87.5 

M 

590 

545 

N 

750 

'"716"' 

28A 

3  —  31 

7  —  09% 

103.5 

N 

515 

484 

N 

723 

690 

29 

3  —  15 

4-38^ 

42.8 

N 

565 

525 

N 

735 

693 

30 

3  —  45 

7—16 

93.8 

N 

570 

535 

31 

2  —  46 

4  —  \\y2 

51.5 

N 

533 

504 

"N"' 

"732" 

'"702"' 

32 

2  —  32 

3  —  44 

47.4 

N 

547 

503 

B 

722 

685 

32A 

2  —  50 

4  —  02 

42.4 

M 

576 

486 

N 

736 

656 

33 

7  —  50 

*8  —  08 

B 

546 

533 

B 

*554 

*541 

33A 

7  —  50 

*8  -  07% 

M 

536 

522 

M 

*547 

*532 

34 

6  —  34 

7  —  58 

2L3'" 

N 

598 

574 

N 

718 

690 

34A 

5  —  50 

7  —  23 

26.6 

N 

571 

542 

N 

732 

700 

35 

7  -   40 

*8  —  07 

N 

539 

527 

-    N 

*558 

*546 

36 

3  —  10 

3  —  53% 

•••22;s--- 

B 

603 

571 

B 

695 

664 

37 

6  —  10 

7  —  34M 

22.8 

B 

545 

525 

B 

664 

644 

38 

3  —  10 

5  —  28% 

73.0 

N 

531 

516 

N 

696 

683 

39 

3  —  20 

3  —  41% 

10.6 

M 

759 

M 

794 

40 

5  —  01 

7  -  57 

58.5 

B 

574 

'"536"' 

M 

881 

837 

41 

7  —  30 

*8  —  24% 

N 

527 

496 

N 

*561 

*535 

42 

8  —  00 

*8  -  11M 

B 

553 

526 

B 

*560 

*535 

43 

2  —  50 

4  —  11 

"'47.'6'" 

N 

601 

553 

N 

769 

724 

44 

2  23 

3  —  04M 

28.8 

N   • 

562 

520 

N 

727 

677 

45 

1  —  41 

1  —  47 

5.9 

B 

519 

510 

B 

575 

570 

46 

4  —  55 

6  —  43H 

36.8 

N 

543 

N 

695 

47 

2  —  03 

2  —  48% 

37.2 

N 

568 

N 

710 

48 

1  —  32 

1  -50 

19.6 

M 

542 

'"537"" 

M 

647 

'"636" 

49 

1  —  21 

1  —  40 

23.4 

M 

561 

M 

654 

50 

0  —  55 

1  —  05% 

19.5 

N 

682 

N 

775 

50A 

1  —  44 

1  —  59H 

14.9 

B 

695 

B 

778 



51 
51A 

2  —  11 
2  —  40 

2-17% 
2  —  55H 

4.8 
9.7 

N 
N 

617 
600 

"'546'" 
549 

N 

N 

670 

678 

""m" 

622 

52 

1  —  32 

1  —  40% 

9.5 

N 

520 

497 

N 

593 

570 

53 

1  —  17 

1  —  22% 

6.8 

N 

580 

535 

N 

659 

603 

54 

2  —  20 

3  -—  17% 

40.9 

B 

543 

493 

B 

820 

764 

55 

2  —  51 

3  —  46% 

32.6 

M 

684 

527 

M 

889 

692 

56 

2  —  30 

3  —  33H 

42.3 

M 

643 

564 

M 

795 

732 

57 

2  —  15 

3  —  23 

50.4 

N 

749 

593 

T 

894 

755 

58 
59 

4  —  00 
1  —  25 

4  —  35% 
1  —  33% 

14.9 
10.3 

T 

624 

523 

T 

714 

591 

60 

1  —  47 

3  —  09H 

77.0 

"N"' 

"561" 

'"532"' 

"N"' 

"750" 

"'737'" 

61 

0  —  45 

0  —  50% 

11.7 

N 

585 

571 

N 

638 

625 

62 

3  —  00 

4  —  11*4 

39.7 

M 

584 

M 

760 

63 

2  —  20 

2-57^ 

26.8 

N 

598 

N 

730 

'Column  loaded  to  failure  after  8  hr.  fire  exposure. 


LONGITUDINAL    DEFORMATION  AND  AVERAGE  TEMPERATURE 

TABLE  43.-TTME  TO  FAILURE,  PERIOD  OP  EXPANSION  AND 
MAXIMUM  COLUMN  TEMPERATURES— Concluded 


137 


Test 
No. 

Period 
of 
Expansion, 
Hr.—  Min. 

Time 
to 
Failure, 
Hr.—  Min. 

Difference, 
Percent  of 
Expansion 
Period 

Maximum  Observed  Temperature  in  Metal,  Deg.  C. 

At  End  of  Expansion  Period 

At  Failure 

Couple 
Level 

Edge 

Average 

Couple 
Level 

Edge 

Average 

76 
77 
64 
65 
66 
67 
67A 
68 
69 
70 
71 
72 
73 
74 
75 
78 
79 
80 
81 
82 
83 

3  —  45 
4  —  10 
4  —  32 
2  —  20 
2  —  32 
5  —  01 
5  —  45 
1  —  10 
5  —  30 
5  —  00 
2  —  40 
5  —  00 
4  —  10 
5  —  50 
4  —  50 

4  -  25y2 
4  —  42% 
4-43% 
2-21^ 
2  —  36 
5  —  31^ 
6  —  2iy2 
1  —40% 
7-13% 
*8  —  40% 
7-22% 
*8  —  04^ 
7  —  57H 
*8  -  06^ 
*8  —  01% 
2—  15% 
0  —  50 
1  —  13 
0  —  35 
0  —  45% 
0  —  38^ 

18.0 
12.9 
.      4.1 
1.1 
2.6 
10.1 
11.4 
43.9 
31.3 

'ite.'e'"'. 

N 
N 
T 

N 
T 

-    N 

'"N"' 

N 
N 
T 
T 
N 
B 
B 

553 
600 
513 
479 
463 
496 

'"606" 
550 
642 
468 
475 
528 
493 
552 

524 
558 

N 
B 
T 
N 
T 

"  M'" 
N 
N 
N 
B 
T 
N 
N 
B  ' 
H 
H 
H 
H 
H 
H 

663 
690 
868 
490 
491 

'"980" 
754 
706 
*797 
942 
*623 
845 
*589 
*788 
360 
510 
564 
432 
510 
544 

619 
652 

'"516 
553 

Measured 
on  vertical 
reinforcing 
bars 

677 
716 

Measured 
Ion  vertical 
[reinforcing 
I  bars 

91.0 



*Column  loaded  to  failure  after  8  hr.  fire  exposure.  H.  temperature  measured  on  metal  cap  at  edge 
of  timber  column  bearing. 

the  method  given  in  par.  5a  above,  the  limits  of  error  involved  being 
somewhat  higher  than  for  the  plotted  results,  as  each  determina- 
tion is  based  on  fewer  couple  readings.  In  the  case  of  the  unpro- 
tected and  partly  protected  columns,  gypsum  block  protections  and 
a  few  of  the  concrete  and  hollow  clay  tile  protections,  the  average 
temperatures  are  not  given,  since  the  rapid  temperature  rise  and  ir- 
regular distribution  obtaining  near  the  end  of  these  tests  made  the 
computed  results  unreliable. 

At  the  point  of  maximum  expansion,  the  average  over  the  sec- 
tions having  the  maximum  temperature,  ranges  for  tests  of  struc- 
tural steel  from  484  to  593°  C.  (903  to  1099°  F.)  with  an  average  of 
530°  C.  (986°  P.).  Similarly  at  the  time  of  failure  in  the  fire  tests 
the  computed  values  vary  for  the  given  structural  steel  columns 
from  570  to  837°  C.  (1058  to  1601°  F.),  the  average  being  668°  C. 
(1234°  F.).  The  high  temperatures  obtaining  at  failure  in  a  number 
of  the  tests  indicate  that  at  this  point  the  covering  carried  a  large 
proportion  of  the  applied  load.  The  same  effect  appears  to  have  in- 
fluenced to  much  smaller  extent  the  temperatures  attained  at  the 
point  of  maximum  expansion. 

The  temperatures  on  the  surface  of  the  metal  at  failure  and  at 
maximum  expansion  in  the  tests  of  cast  iron  columns  were  on  the 
average  about  70°  C.  (126°  F.)  higher  than  the  average  over  the 
section  for  structural  steel  columns  at  the  given  stages  of  the  test. 


138 


RESULTS  OF  FIRE   TESTS 


Total    Expansion    in    Inches 


TOTAL  VERTICAL  DEFORMATION  139 

6.     TOTAL  VERTICAL  DEFORMATION 
(a)  Before  Failure 

Measurement  of  the  movement  of  the  head  of  the  loading  ram 
was  made  for  a  number  of  columns  as  described  in  Sec.  VIII.,  par. 
4,  and  the  results  are  plotted  in  Figs.  46  and  47.  An  approximate 
measure  of  the  total  expansion  and  depression  was  also  obtained 
from  the  card  of  the  indicator  (Sec.  VI.,  par.  3b)  mounted  on  the 
control  board. 

The  total  expansion  of  the  steel  columns  varied  from  %  in.  to 
J/s  in.  and  of  the  cast  iron  columns  from  1  in.  to  J^  in.,  the  lower 
values  being  due  to  local  heating  caused  by  impairment  of  the 
covering  over  a  short  length,  which  induced  failure  while  other 
portions  of  the  .column  were  at  much  lower  temperature.  The 
expansion  of  the  reinforced  concrete  columns  was  about  one-half 
that  of  the  cast  iron  columns. 

The  depression  of  the  top  of  the  timber  columns  is  given  in 
Fig.  47.  These  deformations  were  due  mainly  to  crushing  of  the 
wood  at  the  metal  cap,  the  heat  conducted  by  it  into  the  bearing 
causing  a  large  reduction  in  the  compressive  strength  of  the  wood 
in  contact  with  it. 

(b)  At  Failure 

With  the  setting  used  for  the  cut-off  valve  of  the  cyl:r»der,  the 
.•esulting  downward  movement  at  failure  varied  between  2j^  and 
3*4  in.  As  given  on  the  indicator  card,  from  J4  m-  to  2j^  in.  of  this 
travel  was  made  under  nearly  full  pressure.  The  indicated  pressure 
in  the  cylinder  at  the  end  of  the  travel  varied  from  one-fourth  to 
one-half  of  the  original  pressure  in  tests  with  steel  columns  and 
some  of  the  cast  iron  columns.  In  the  case  of  the  cast  iron  columns 
that  broke  before  the  end  of  the  travel  and  of  the  reinforced  con- 
crete columns  that  failed  under  working  load,  the  pressure  indi- 
cated immediately  before  the  valve  cut  off  was  less  than  one-fourth 
of  the  original  pressure. 

7.    LATERAL  DEFLECTION 

(a)  Before  Failure 

The  center  deflections  observed,  where  large  enough  to  have 
any  bearing  on  the  manner  of  failure  of  the  column,  are  noted  in 
the  respective  test  logs.  In  most  tests,  decided  deflection  did  not 
begin  until  after  the  point  of  maximum  expansion  was  passed.  The 
deflection  observed  at  the  last  reading  before  failure,  varied  for 
different  tests  from  less  than  y%  in.  to  2%  in.  In  almost  all  cases 
the  direction  of  the  deflection  before  failure  was  the  same  as  that 


140 


RESULTS    OF   FIRE   TESTS 


c 

o 

w 
w 

g 

Q. 

<U 

Q 


0  10 

Time   in 

Fig.  47. — Depression  of 


O  I 

Hours 

top  of  timber  columns. 


LATERAL  DEFLECTION  141 

of  the  final  buckle.  Initial  general  bends  up  to  -^  in.  appear  to 
have  had  no  influence  on  the  direction  of  the  deflection  of  the 
column  either  before  or  at  failure. 

The  maximum  measured  deflections  of  the  reinforced  concrete 
columns  before  the  end  of  the  8-hr,  fire  period  varied  from  less  than 
Y§  in.  to  y^  in. 

(b)  Deflection  at  Failure 

The  maximum  deflections  at  failure  of  the  steel  columns  as 
measured  after  they  were  taken  out  of  the  furnace,  varied  from  less 
than  one  inch  to  15^  in.  The  smaller  deflections  obtained  in  tests 
where  the  failure  was  due  to  local  buckling  of  individual  section 
members  or  by  direct  crushing.  The  sections  that  generally  failed 
locally  were  the  plate  and  channel  section  and  the  latticed  sections, 
although  the  other  sections  developed  this  type  of  failure  when 
exposed  to  local  heating.  The  large  deflections  were  coincident 
with  more  nearly  uniform  heating  and  failure  with  deflection  of 
the  column  as  a  whole.  The  direction  of  the  deflection  conformed 
quite  uniformly  with  the  line  of  least  rigidity  of  the  section.  The 
strains  .at  failure  caused  the  thinner  plates  and  sections  members 
to  buckle  between  rivet  points.  The  rivets  were  seldom  found  to 
have  sheared. 

The  cast  iron  columns  usually  failed  by  breaking  at  one  or 
more  points.  The  curvature  of  the  pieces  indicated  that  deflections 
of  over  nine  inches  had  been  sustained  before  fracture  occurred. 
In  a  few  cases  loading  was  discontinued  after  the  column  failed  to 
sustain  working  load  and  before  fracture  occurred,  with  resultant 
deflections  of  three  to  five  inches. 

The  failure  of  the  reinforced  concrete  columns  was  due  to 
local  crushing  and  shearing,  and  developed  little  deflection  of  the 
column  as  a  whole. 

The  failure  of  the  timber  columns  with  the  steel  plate  cap  and 
timber  strut  bearing  was  accompanied  by  lateral  slipping  of  the 
cap  on  its  bearings  due  to  the  softening  of  the  wood  in  contact 
with  them.  In  the  case  of  the  timber  columns  with  cast 
iron  cap  and  pintle  bearing,  the  immediate  cause  of  failure  was 
fracture  of  the  cap.  In  both  cases  the  deformation  in  the  wood  at 
the  cap,  before  slipping  or  fracture  of  the  latter,  was  so  large  as  to 
constitute  a  near  equivalent  of  the  ensuing  failure. 


142  RESULTS   OF   FIRE   TESTS 

8.    LOG  OF  FIRE  TESTS 

The  logs  of  the  tests  include  visual  observations  during  the  test, 
the  time  of  maximum  expansion,  the  time  of  failure  and  effects  at 
failure.  The  latter  was  usually  accompanied  by  general  or  local 
buckling,  the  point  of  maximum  lateral  deflection  being  in  or  near 
the  most  highly  heated  region  of  the  column. 

The  references  after  each  test  give  in  order  the  figure  number 
of  the  corresponding  column  views,  time  temperature  curves,  the 
deformation  and  average  temperature  curves. 

(a)  Unprotected  Columns 
Test  No.  1.    Rolled  H 

7  min. — trace  of  color  on  flange  edges.     8  min. — maximum   expansion. 
Lateral  deflection  at  middle  of  column  y%  in.  to  west,  increasing  to  ^  in-  at 
Wl/2   min.      11^4   min.— failure  with  buckling  to   west,   maximum   at  4^   ft. 
above  base.     (Figs.  58,  90  and  146.) 

Test  No.  2.    Plate  and  Angle 

6  min.— -trace  of  color  on  flange  edges  increasing  to  cherry  red  at   15 
min.      17   min. — maximum    expansion.      16   min. — deflection    l/%    in.    to    east, 
increasing  to  Y^  in.  at  18^  min.     19^4  min.— failure  with  buckling  to  east, 
maximum  at  3l/2  ft.  above  base.     (Figs.  58,  90  and  146.) 
Test  No.  3.     Plate  and  Channel 

10  min. — trace  of  color  on  flanges.  11  min. — maximum  expansion.  14 
min. — failure  with  buckling  to  west,  maximum  at  7^  ft.  above  base.  Column 
low  cherry  red  in  color.  (Figs.  58,  90  and  146.) 

Test  No.  4.    Latticed  Channel 

9  min. — maximum  expansion.  10  min. — trace  of  color  on  flange  edges 
and  web.  11  min. — failure  with  buckling  to  east,  maximum  at  3^  ft.  above 
base.  (Figs.  58,  90  and  146.) 

Test  No.  5.    Z-bar  and  Plate 

9  min. — deflection  of  r/i  in.  north  increasing  to  ^  in.  north  at  11^2  min. 
10  min. — dull  red  color  noted.     11  min. — maximum  expansion.     14^4  min. — 
failure  with  buckling  to  north,  maximum  at  6  ft.  above   base.      (Figs.   58, 
91  and  146.) 

Test  No.   6.    I-beam  and   Channel 

8  min. — no  deflection.     10  min. — trace  of  color  on  flanges.   ^  13  min. — 
maximum  expansion.     16  min. — deflection  of  34  in.  north.     17  min. — failure 
with  buckling  to  north,  maximum  at  5l/2  ft.  above  base.     (Figs.  59  and  91.) 

Test  No.  7.    Latticed  Angle 

10  min. — trace  of  color  noted  in  lattice.     11  min. — maximum  expansion. 
14  min. — failure  with  local  buckling  in  each  angle  from  8  ft.  to  10  ft.  above 
base.     (Figs.  59  and  91.) 

Test  No.  8.     Starred  Angle 

I3y2  min. — deflection  of  */i  in.  northeast,  increasing  to  §^  in.  north  at 
lSy2  min.  15  min. — traces  of  color  increasing  to  red  at  18  min.  19  min.— - 
maximum  expansion.  2\y2  min. — failure  with  buckling  to  north,  maximum 
at  5  ft.  above  base.  (Figs.  59  and  91.) 

Test  No.  9.    Round  Cast  Iron.    Ends  Restrained 

18  in. — traces  of  color  increasing  to  bright  red  at  32  min.  24  min.— 
maximum  expansion.  26  min. — deflection  of  ${,  in.  west,  increasing  to  1 
in.  west  at  31  min.  34}4  min. — failure,  buckling  to  west  and  breaking  at 
\y2  ft.,  5  ft.  and  11  ft.  above  base,  Thinnest  metal  on  southeast  side.  (Figs, 
60,  92  and  147.) 


LOG  OF  FIRE  TESTS  143 

Test  No.  10.    Round  Cast  Iron 

20  min. — dull  _  red  color  increasing  to  cherry  red  at  28  min.  23  min. — 
maximum  expansion.  26  min. — deflection  of  %  in.  northwest,  increasing  to 
l/2  in.  west  at  31  min.  34^  min. — failure,  buckling  to  southwest  and  break- 
ing about  5  ft.  above  base.  Thinnest  metal  on  northeast  side.  (Figs.  60, 
92  and  147.) 

Test  No.  10A.    Round  Cast  Iron 

26  min.— no  color  noted.  Deflections  not  measured.  22  min. — maxi- 
mum expansion.  34*4  min. — failure,  buckling  to  north  and  breaking  in  two 
about  5  ft.  above  base.  Column  glowing  red.  (Figs  60,  92  and  147.) 

Test  No.  11.    Round  Cast  Iron.    Concrete  filled 

33  min. — traces  of  color  increasing  to  dull  red  at  39  min.  27  min. — 
maximum  expansion.  31  min. — deflection  of  ^  in.  west,  increasing  to  IK 
in.  west  at  41  min,  45^4  min. — failure,  buckling  to  west  and  breaking  in 
two  about  5  ft.  above  base.  Thinnest  metal  on  north  side  of  section. 
(Figs.  60,  92  and  147.) 

Test  No.  12.    Steel  Pipe.      Concrete  filled 

14  min. — maximum  expansion.     21   min. — traces  of  color  increasing  to 
cherry  red  at  32  min.     12%  min. — deflection  of  %  in.  northeast,  increasing 
to  Y$  in.  northeast  at  31  mirj.     36  min. — failure,  buckling  to  northeast,  max- 
imum at  6Y2  ft.  above  base.     (Figs.  60,  93  and  147.) 

Test  No.  13.     Reinforced  Steel  Pipe.     Concrete  filled 

15  min. — traces  of  color  increasing  to  bright  red  at  38  min.     52  min. — 
maximum    expansion.     4    min. — slight    deflection    to    northwest    noted,    in- 
creasing to  24  in.  at  29  min,  1^  in.  at  1  hour,  and  2§^  in.  northwest  at  1  hr., 
8  min.     1  hr.,  11^4  min. — failure,  buckling  to  northwest,  maximum  at  6  ft. 
above  base.     (Figs.  60  and  93.) 

(b)  Partly  Protected  Columns 
Test  No.  14.    Rolled  H.  1:2:4  Joliet  gravel  concrete 

No  cracks  or  spalling  noted  in  concrete  before  failure.  45  min. — maxi- 
mum expansion.  25  min. — slight  deflection  to  west  noted,  increasing  to 
M-  in.  at  46  min.  1  hr.,  4T4  min. — failure,  buckling  to  west,  maximum  at  7 
ft.  above  base.  Loud  report  at  failure  probably  due  to  failure  of  concrete 
in  compression. 

After  failure.  Concrete  generally  loose,  due  to  large  deflection  at 
failure;  no  marked  heat  or  dehydration  effects.  Two  pieces  of  concrete 
filling  3^4  in-  by  7^  in.  by  10  in.  tested  on  end  three  weeks  after  the  fire 
test  gave  ultimate  compressive  strengths  of  1440  and  1800  Ib.  per  sq.  in,, 
respectivelv.  (Figs.  61  and  94.) 

Test  No.  15.    Rolled  H.     1:2:4  granite  concrete 

25  min. — fine  horizontal  cracks  appeared  in  concrete  on  west  at  center. 
30  min. — cracks  on  west  opening  up  and  extending,  column  otherwise  un- 
affected; steel  dull  red.  40  min. — maximum  expansion.  No  spalling  before 
failure.  24  min. — slight  deflection  to  west  noted,  increasing  to  *4  in.  at 
36  min.  48^  min. — failure,  buckling  to  west,  maximum  at  7^  ft.  above  base. 

After  failure.  Concrete  generally  loosened,  this  probably  occurring  at 
failure.  Piece  of  filling  tested  9  days  after  the  fire  test  had  ultimate  com- 
pressive strength  of  960  Ib.  per  sq.  in.  (Figs.  61  and  94.) 

Test  No.  16.     Plate  and  Angle.     1:2:4  trap  concrete 

40  min. — steel  flanges  dull  red.  Maximum  expansion.  No  cracks  or 
spalling  noted  in  concrete  before  failure.  36  min.— deflection  of  *A  in.  to 
east.  44^  min. — failure,  buckling  to  the  east,  maximum  at  5^  ft.  above 
base. 

After  failure.  Concrete  cracked  and  loose  in  several  places.  (Figs. 
61  and  94.) 

Test  No.  17.     Plate  and  Angle.     1:1^:4*4  cinder  concrete 

38  min. — flange  of  angles  dull  red.  40  min.— maximum  expansion.  41 
min. — no  cracks  or  spalling  of  concrete.  41?4  min. — failure,  buckling  to 
east,  maximum  at  5  ft.  above  base. 

After  failure.  Concrete  cracked  at  points  of  maximum  flexure  and 
had  fallen  out  to  a  depth  of  1  in.  in  places,  (Figs.  61  and  94.) 


144  RESULTS   OF   FIRE   TESTS 

Test  No.  18.     Latticed  Channel.     1:2:4  trap  concrete 

15  min. — traces  of  color  showing  in  concrete  and  all  surfaces  glowing 
at  30  min.  2  hr. — maximum  expansion.  2  hr.,  45  min. — several  vertical 
cracks  M?  in.  wide  and  about  18  in.  long  on  east  and  west  sides,  mostly 
in  lower  half;  concrete  bulged  out  y2  in.  to  24  in.  at  cracks.  2  hr.,  53  min. 
— failure  with  local  buckling  of  channels  about  3^2  ft.  a'bove  base. 

After  failure.  Concrete  in  channels  cracked  along  flanges  in  lower  half 
and  quite  crumbly;  concrete  in  upper  half  quite  firm.  A  piece  of  concrete 
filling  the  space  between  the  channels  near  the  middle  of  the  column,  ST/2 
by  9y2  by  14  in.  was  tested  on  end  34  days  after  the  fire  test  and  developed 
an  ultimate  compressive  strength  of  577  Ib.  per  sq.  in.  (Figs.  61  and  95.) 

Test  No.  19.     Z-bar  and  Plate.     1:3:5  limestone  concrete 

20  min. — traces  of  color  in  steel  increasing  to  cherry  red  at  40  min.  50 
min. — concrete  glowing.  Very  little  cracking  of  concrete  before  failure. 
1  hr. — maximum  expansion.  35  min. — deflection  of  %  in.  north,  increasing 
to  \y%  in.  at  1  hr.,  4  min.  1  hr.,  7%  min. — failure,  buckling  to  north,  maxi- 
mum at  7  ft.  above  base. 

After  failure.  Concrete  generally  loose  from  steel  on  north  and  south 
sides  standing  out  to  %  in.  in  places.  A  few  horizontal  cracks  in  the  con- 
crete were  present  on  the  east  and  west  sides.  A  piece  of  filling  11>4  in. 
long  tested  14  days  after  the  fire  test  developed  ultimate  compressive 
strength  %of  730  Ib.  per  sq.  in.  (Figs.  62  and  96.) 

Test  No.  20.     I-beam  and  Channel.    .1:3:5  trap  concrete 

34  min. — trace  of  color  on  steel  flanges.  36  min. — color  in  concrete. 
40  min. — flanges  dull  red.  60  min. — concrete  and  exposed  steel  bright  red. 
1  hr.,  8  min. — no  cracks  or  spalling  of  concrete.  1  hr.,  10  min. — maximum 
expansion.  1  hr.,  24,x/^  min. — failure,  buckling  to  south,  maximum  at  6  ft. 
above  base. 

After  failure.  Concrete  remained  in  place  except  where  crushed  at 
middle,  top  and  bottom.  Rivet  heads  probably  helped  to  hold  it.  (Figs. 
62  and  96.) 

Test  No.  21.     I-beam  and  Channel.     1:3:5  trap  concrete 

38  min. — traces  of  color  on  steel  flanges.  1  hr.,  10  min. — maximum  ex- 
pansion. 1  hr.,  20  min. — no  cracks  or  spalling  of  concrete.  Steel  flanges 
dark  red,  concrete  bright  red.  1  hr.,  21 24  min. — failure,  buckling  to  north, 
maximum  at  6  ft.  above  base. 

After  failure.  Concrete  remained  in  place  except  where  crushed  at 
failure.  (Figs.  62  and  96.) 

Test  No.  22.     Latticed  Angle.     1:2:4  limestone  concrete 

25  min. — concrete  glowing  on  corners;  a  number  of  fine  cracks  noted 
on  all  faces.  1  hr.,  40  min. — maximum  expansion.  3  hr. — surface  of  column 
glowing  at  white  heat.  4  hr.,  50  min. — large  vertical  cracks  appeared  under 
brackets  near  top.  Very  little  cracking  or  spalling  of  concrete  before  fail- 
ure. 5  hr.,  14  min. — failure  with  local  buckling  of  steel  and  crushing  of 
concrete  about  11  ft.  above  the  base.  Unprotected  brackets  probably  caused 
failure,  at  this  point  by  conducting  heat  into  angles. 

After  failure.  Except  at  point  of  failure  concrete  did  not  appear  greatly 
damaged.  Limestone  calcined  to  depth  of  1  in.,  and  one  month  after  test 
the  whole  exterior  concrete  had  become  loose  due  to  air  slaking  of  the  lime. 
From  temperature  of  steel  at  3  hr.,  it  is  probable  that  the  concrete  carried 
most  of  the  load  after  that  time.  (Figs.  62  and  95.) 


LOG  OF  FIRE  TESTS  145 

(c)  Plaster  on  Metal  Lath  Protections 

Test  No.  23.     Plate  and  Angle.    Two  1-in.  layers  of  Portland  cement  plaster 
on  expanded  metal  lath 

12^2  min. — distinct  thud  heard  caused  by  failure  of  covering  due  to  ex- 
pansion; plaster  cracked  and  spalled  on  all  faces  at  top  of  column  near 
bottom  of  'bracket.  23  min.  to  1  hr.,  15  min. — some  six  or  eight  fine  vertical 
and  horizontal  cracks,  3  in.  to  8  in.  long  appeared  on  east,  south  and  west 
sides  from  1  to  8  ft.  above  base.  Very  little  change  up  to  failure  except 
that  all  cracks  opened  up  slightly.  2  hr.,  30  min. — maximum  expansion. 
2  hr.,  41  min. — deflection  of  %  in.  northwest,  increasing  to  1  in.  west  at 
2  hr.,  51  min.  2  hr.,  52  mm. — failure,  buckling  to  west,  maximum  at  7j^  ft 
above  base. 

After  failure.  Plaster  of  outer  layer  dehydrated  and  both  outer  and 
inner  layers  very  crumbly.  Both  layers  fairly  well  keyed  to  lath.  (Figs 
63,  97  and  148.) 

Test  No.  24.     Plate  and  Channel.     Two  7/s-in.  layers  of  Portland  Cement 
plaster  on  woven  wire  lath 

8*4  min. — distinct  thud  heard;  plaster  cracked  and  spalled  on  all  faces 
at  bottom  of  bracket  exposing  lath  on  corners.  14  min.  to  1  hr.,  45  min. — 
some  fifteen  fine  vertical  cracks,  3  in.  to  8  in.  long,  appeared  on  all  sides 
near  corners.  2  hr. — maximum  expansion.  2  hr.,  15  min. — very  little  change 
except  some  cracks  opened  up  to  l/&  in.  2  hr.,  24  min. — failure,  with  local 
buckling  about  6  ft.  above  base. 

After  failure.     Outer  layer  of  plaster  dehydrated;  inner  layer  fairly  hard 
except  at  failure  point.     Plaster  well  keyed  to  lath.     (Figs.  63,  97  and  148.) 
Test  No.  25.     Z-bar  and  Plate.     One  1-in.  layer  of  Portland  cement  plaster 
on  expanded  metal  lath 

10  min. — slight  noise  heard;  plaster  cracked  and  spalled  on  all  sides 
under  bracket.  48  to  54  min. — fine  vertical  cracks  noted  on  all  faces  near 
corners,  opening  up  slightly  towards  end  of  test.  57  min. — maximum  ex- 
pansion. 41  min. — slight  deflection  to  north  noted,  increasing  to  JA  in 
at  1  hr.,  1  min.  1  hr.,  7^4  min. — failure,  buckling  to  north,  maximum  at  S% 
ft.  above  base. 

After  failure.  Plaster  appeared  to  be  in  fairly  good  condition  and  was 
quite  hard  except  where  crushed.  Plaster  well  keyed,  covering  inner  face 
of  lath.  (Figs.  63,  98  and  149.) 

Test  No.  26.    Latticed  Angle.    One  iy8-in.  layer  of  Portland  cement  plaster 
on  expanded  metal  lath 

10  min.  to  17  min.— cracking  and  some  spalling  of  plaster^  on  bracket. 
20  min.  to  1  hr. — some  fifteen  fine  vertical  cracks,  6  in.  to  12  in.  long,  ap- 
peared near  corners  on  all  sides;  also  horizontal  cracks  near  bottom.  Be- 
fore failure  bracket  cracks  had  opened  up  to  */>  in.  and  others  nearly  H  in 

1  hr.    10   min. — maximum   expansion.     1    hf.   2Zl/2   min. — failure    with    local 
buckling-  about  6  ft.  above  base. 

After  failure.  Very  little  strength  in  plaster,  very  crumbly.  Keys  cov- 
ered lath  on  inside.  -)4  in.  air  space  between  plaster  and  angles.  (Figs. 
63,  98  and  149.) 

Test   No.   27.     Round   Cast   Iron.     One   1^-in.   layer   of   Portland  cement 
plaster  on  high-ribbed  metal  lath 

18  min.— vertical-and  horizontal  cracks  under  bracket.     1  hr.,  40^  min.  to 

2  hr.,  5  min. — several  fine  vertical  and  horizontal  cracks,  3  in.  to  12  in.  long, 
mostly  near  middle.     2  hr.,  11  min. — maximum  expansion.     2  hr.,  50  min. — 
cracks  opening  up  to  %  in.     2  hr.,  30  min. — slight  deflection  to  southwest 
noted,  increasing  to  H  in-  at  2  hr.,  51  min.,  and  11A  in.  southwest  at  2  hr.j  56 
min.     2  hr.,  58  min.— failure,  buckling  to  southwest  and  breaking  about  6  ft. 
above  base. 

After  failure.  Plaster  fairly  hard  where  not  crushed.  Plaster  pushed 
through  to  iron  except  at  ribs;  average  thickness  of  plaster  1H  in.  (Figs. 
63,  98  and  149.) 


146  RESULTS   OF   FIRE   TESTS 

(d)  Concrete  Protections 
Test  No.  28.     Rolled  H.    2-in.     1:2:4  limestone  concrete 

30  min.  to  45_4nin. — a  few  fine  vertical  cracks  at  middle  and  top  of  east 
face  opening  up  slightly  towards  failure.  No  spalling  before  failure.  3  hr., 
3C  min. — maximum  expansion.  6  hr.,  33%  min. — failure,  buckling  to  west, 
maximum  at  6l/2  ft.  above  base. 

After  failure.  Concrete  fairly  hard  although  calcined  on  surface. 
Flanges  exposed  at  middle,  and  flange  edges  exposed  at  several  points,  this 
all  occurring  at  failure.  Wire  tie  not  broken.  (Figs.  64  and  99.) 

Test  No.  28A.    Rolled  H.    2-in.     1:2:4  limestone   concrete.    Not  tied 

2  hr.,  55  min.  to  3  hr.,  23  min. — several  fine  vertical  cracks  3  in.  to  12 
in.  long,  and  about  3  in.  from  corners,  appeared  on  east  and  west  faces. 
No  spalling  or  other  effects  noted  before  failure.  3  hr.,  31  min. — maximum 
expansion.  5  hr. — sHght  deflection  to  west  noted,  increasing  to  Y$  in.  at  6 
hr.,  2  min.,  and  \y2  in.  west  at  7  hr.,  2  min.  7  hr.,  9%  min. — failure,  buckling 
to  west,  maximum  6%  ft-  above  base. 

After  failure.  Concrete  surface  fairly  firm  although  discoloration  and 
calcination  extend  to  depth  of  1  in.  Concrete  fell  off  at  failure  exposing 
about  one  half  of  area  of  steel  flanges.  (Figs.  64,  100  and  150.) 

Test  No.  29.    Rolled  H.    2-in.     1:2:4:  trap  concrete 

50  min.  to  3  hr.,  50  min. — several  fine  vertical  and  horizontal  cracks  ap- 
peared on  east  and  west  faces  which  became  larger  near  failure.  No  spall- 
ing or  other  effects  noted  before  failure.  3  hr.,  15  min. — maximum  expan- 
sion. 3  hr.,  30  min. — slight  deflection  to  west  noted,  increasing  to  y$  in. 
at  4  hr.,  2  min.,  and  \y>  in.  west  at  4  hr.,  32  min.  4  hr.,  38^4  min. — failure, 
buckling  to  west,  maximum  at  SjA  ft.  above  base. 

After  failure.  Surface  of  concrete  reddish  in  color.  No  fusion  noted. 
Concrete  fell  off  at  failure  exposing  flange  for  1^  ft.  on  south  side  and  flange 
edges  at  other  points.  Wire  tie  not  broken.  (Figs.  64,  101  and  151.) 

Test  No.  30.     Rolled  H.    2-in.     1:2:4  Joliet  gravel  concrete 

.  37  min. — fine  cracks  noted  in  brackets.  3  hr.,  4  min.  to  5  hr.,  5  min. — 
a  number  of  fine  cracks,  2  in.  to  12  in.  long,  mostly  vertical  and  near  edges, 
appeared  on  east  and  west  faces  opening  up  to  •&  in.  near  end  of  test  in 
some  cases.  No  spalling  before  failure.  3  hr.,  45  min. — maximum  expan- 
sion. 6  hr.,  40  min. — slight  deflection  to  east  noted,  increasing  to  $£  in.  at 
7  hr.,  9  min.  7  hr.,  16  min. — failure,  buckling  to  east,  maximum  at  5^2  ft. 
above  base. 

After  failure.  Concrete  on  surface  fairly  hard  after  test  but  disinte- 
grated in  30  days,  due  to  air  slaking.  Flanges  and  flange  edges  exposed  in 
places  due  to  spalling  of  concrete  at  failure.  (Figs.  64  and  102.) 

Test  No.  31.    Rolled  H.    2-in.    1:2:4  sandstone  concrete 

28  min.  to  1  hr.,  5  min. — vertical  cracks  appeared  on  east  and  west 
faces  about  3  in.  from  edges  running  nearly  full  length  of  column,  opening 
up  in  places  to  %  in.,  also  a  few  fine  vertical  cracks  on  north  and  south 
faces  in  lower  half.  45  min. — southeast  corner  spalled  off  3  in.  deep  from 
3  ft.  to  6  ft.  up,  exposing  edge  of  steel.  1  hr.,  5  min.  to  3  hr. — vertical 
cracks  at  corners  became  continuous,  opening  up  to  •&  in.;  concrete  on 
southeast  and  southwest  corners  generally  spalled  off  or  loose  in  lower 
half  exposing  edges  of  flanges  in  places.  Very  little  change  to  failure 
except  for  minor  cracking  and  spalling.  2  hr.,  46  min. — maximum  expansion. 

2  hr. — slight  center  deflection   to  northwest  noted,  increasing  to  fy&   in.   at 

3  hr.,  1  min.,  and  2%  in.  northwest  at  4  hr.,  11  min.     4  hr.,  11^  min. — failure, 
buckling  to  west,  maximum  at  5^  ft.  above  base. 

After  failure.  Concrete  on  flanges  disintegrated  and  crumbly.  Nearer 
the  web  the  concrete  was  harder  but  had  apparently  lost  much  strength, 
(Figs.  64,  103  and  152.) 


LOG  OF  FIRE  TESTS  147 

Test  No.  32.    Rolled  H.    2-in.    1:2:5  cinder  concrete 

3  hr.— no  cracking  or  spalling  noted.  3  hr,,  20  min.  to  3  hr.,  38  min.— 
a  few  small  vertical  cracks  4  in.  to  6  in.  long  appeared  near  corners  on  east 
and  west  faces  in  lower  half  extending  in  length  and  opening  up  towards 
end  of  test.  No  spalling  before  failure.  2  hr.,  32  min.— maximum  expan- 
sion. 3  hr. — slight  deflection  to  east  noted,  increasing  to  Y2  in  at  3  hr 
31  min.,  and  1$4  in.  east  at  3  hr.,  43  min.  3  hr.,  44  min.— failure,  buckling 
to  east  about  6  ft.  above  base. 

After  failure.  Concrete  very  crumbly  to  a  depth  of  about  1  in.  Quite 
hard  and  apparently  little  affected  at  column  web  5  in.  from  surface  (Figs 
65,  104  and  153.) 

Test  No.  32A.    Z-bar  and  Plate.    2-in.  1:2:5  cinder  concrete 

2  hr.,  50  min.— maximum  expansion.  3  hr. — no  cracking  or  spalling 
noted.  3  hr.,  50  min.— fine  vertical  cracks  developing  on  all  faces  mostly 
near  northeast  and  southwest  corners.  3  hr.,  30  min.— slight  deflection  to 
north  noted,  increasing  to  ^  in.  at  3  hr.,  51  min.,  and  Ifcj  in.  north  at  4  hr., 
1  mm.  4  hr.,  2  mm. — failure,  buckling  to  north,  maximum  at  $y2  ft.  above 
base. 

After  failure.  Concrete  crumbly  and  dehydrated  to  a  depth  of  about 
\V2  in.  Beyond  this  it  was  harder  and  apparently  little  affected.  (Figs. 
65,  104  and  153.) 

Test  No.  33.    Rolled  H.    4-in.    1:2:4  limestone  concrete 

2  hr.  to  4  hr. — fine  vertical  cracks  6  in.  to  12  in.  long  on  east  and  west 
faces,  4  in.  from  corners,  in  lower  half;  also  small  cracks  in  bracket.  Cracks 
opening  slightly  towards  end  of  test;  no  spalling.  7  hr.,  50  min. — maxi- 
mum expansion.  8  hr. — column  still  supporting  working  load  with  no  ap- 
parent change;  less  than  ^  in.  deflection!  8  hr.,  2  min.— load  increased  with 
fire  going  until  failure  occurred  under  load  of  431,000  Ib.  with  local  buckling 
about  10  ft.  above  base,  at  8  hr.,  8  min. 

After  failure.  Outer  ^  in.  of  concrete  soft  and  could  be  easily  knocked 
off  8  days  after  test,  and  was  dehydrated  for  another  \l/2  in.,  inside  of  which 
it  was  hard  and  apparently  little  affected  by  the  heat.  (Figs.  65,  105  and 
154.) 

Test  No.  33A.    Rolled  H.    4-in.  1 :2 :4  limestone  concrete.    Not  tied. 

30  min. — slight  surface  flaking  at  several  points.  34  min.  to  40  min.— 
fine  cracks  noted  on  east  and  west  sides  of  bracket.  2  hr.,  10  min.  to  5  hr., 
20  min. — three  or  four  fine  vertical  cracks  3  in.  to  24  in.  long  on  east  and 
west  faces,  3  in.  from  corners,  in  lower  half.  No  spalling  or  further  crack- 
ing before  failure.  7  hr.,  50  min. — maximum  expansion.  8  hr. — column  still 
supporting  load  with  no  apparent  change;  less  than  ^  in.  deflection.  8  hr., 

5  min. — load  increased  with  fire  going  until  failure  occurred  under  load  of 
405,000  Ib.  with  buckling  to  the  east,  maximum  7  ft.  above  base,  at  8  hr., 
7%  min. 

After  failure.     In  lower  8  ft.,  concrete  checked  and  pitted  with  small 
holes  of  3z  in.  to  t\  in.  diameter,  and  hard  to  depth  of  over  &  in.     Concrete 
calcined  to  depth  of  l}/2  in.  from  surface.     Concrete  on  flanges  broke  loose 
at  failure  due  in  part  to  absence  of  wire  tie.     (Figs.  65  and  106.) 
Test  No.  34.     Rolled  H.    4-in.     1:2:4  granite  concrete 

32  min.  to  1  hr.,  5  min. — fine  vertical  cracks  about  3  in.  from  corners 
mostly  on  east  and  south  sides,  5  ft.  to  9  ft.  up;  also  cracks  on  all  sides  in 
bracket.  1  hr.,  28  min. — cracks  opened  generally  •&  in.  to  3s  in.  width.  2 
hr.,  13  min. — crack  through  concrete  at  southeast  corner  6  ft.  up.  4  hr.,  7 
min. — 54-in,  crack  through  northeast  corner  6  ft.  up.  6  hr.,  34  min. — maxi- 
mum expansion.  6  hr.,  40  min. — very  little  change  except  for  slight  spalling 
on  northwest  corner  8  ft.  up.  7  hr.,  33  min.- — spalling  on  northwest  corner 

6  in.  by  3  in.  by  3  in.,  at  8  ft.  up;  spalling  on  southeast  corner,  6  in.  by  6  in. 
by  20  in.,  &/2  ft.  up,  exposing  steel.     3  hr. — slight  deflection  to  east  noted,  in- 
creasing to  ^j  in.  at  7  hr.,  31  min.     7  hr.,  58  min. — failure,  buckling  to  east, 
maximum  at  7  ft.  above  base. 

After  failure.  Incipient  fusion  of  concrete  \l/2  in.  to  2  in.  in  depth 
throughout.  Concrete  underneath  very  soft  and  crumbly.  (Figs.  65,  107 
and  155.) 


14$  RESULTS   OF   FIRE   TESTS 

Test  No.  34A.     Rolled  H.    4-in.     1:2:4  granite  concrete 

55  min.  to   1  hr.,  45  min. — small  vertical  cracks  appeared  on  all  faces 

3  in.  to  5  in.  from  corners,  mostly  from  5  ft.  to  7  ft.  up,  opening  up  to  ^ 
in.  in  some  cases;  also   several   cracks   in   bracket.     3  hr.,   16  min.— cracks 
opening  up  to  Y$  in.,  no  spalling  except  small  piece  at  bracket.     4  hr.,  44 
min> — gas  shut  oft  for  \l/2  min.  to  cool  furnace.     5  hr.,  50  min. — maximum 
expansion.     6  hr.,  30  min. — gas  shut  off  for  2  min.  to  clear  furnace;  small 
spall  noted  on  southwest  corner  7l/2  ft.  up.     7  hr. — gas  shut  off  for  2  min.; 
incipient  fusion  apparently  present.    Minor  spalling  of  corners  noted.     6  hr., 
30  min. — slight  deflection  to  west  noted,  increasing  to  y2  in.  at  7  hr.  21  min. 
7  hr.,  23  min. — failure,  buckling  to  west,  maximum  at  5  ft.  above  base. 

After  failure.  Incipient  fusion  of  concrete  1  in.  to  \y2  in.  in  depth  over 
whole  surface.  (Figs.  65  and  108.) 

Test  No.  35.     Rolled  H.     4-in.     1:3:5  limestone  concrete 

56  min. — fine  vertical  crack,  12  in.  long,  on  both  faces  at  southeast  cor- 
ner at  bottom,  4  in.  from  edge.     3  hr. — no  spalling  or  further  cracking  noted. 

4  hr.  to  7  hr. — furnace  filled  with  heavy  flame;  impossible  to  see  column. 
7  hr.,  40  min. — maximum  expansion.     8  hr. — column  still  supporting  working 
load  with  no  apparent  change;  deflection  less  than  %  in.     Load  increased 
with  fire  going  until   failure  occurred  under  load  of  348,000  Ib.  with   local 
buckling,  7l/2  ft  above  base,  at  8  hr.,  7  min. 

After  failure.     Surface    concrete   hard   and   sand   fused    throughout    to 
depth  of  y§  in.  to  %  in.     Limestone  completely  calcined  up  to   1  in.  from 
surface,  and  soft  and  dehydrated  up  to  2y2  in.  from  surface.     It  was  harder 
further  in,  although  less  so  than  in  33  and  33A.     (Figs.  66,  109  and  156.) 
Test  No.  36.     Plate  and  Angle.    2-in.     1:2:4:  trap  concrete 

37  min,. — small  crack  on  west  face,  5  in.  long,  running  up  diagonally 
from  southwest  corner,  2y2  ft.  up.  1  hr.,  13  min. — small  spall,  3  by  y±  in. 
on  southeast  corner,  6]/2  ft.  up.  1  hr.,  20  min.  to  3  hr.,  40  min. — several  fine 
cracks  at  bracket.  3  hr.,  10  min. — maximum  expansion.  3  hr.,  46  min. — 
several  vertical  cracks  2  in.  from  corners  on  east  and  west  faces,  2  ft.  to 
4  ft.  up.  No  spalling  before  failure.  3  hr. — slight  deflection  to  northwest 
noted,  increasing  to  %  in.  at  3  hr.,  44  min.  3  hr.,  53J4  min. — failure,  buck- 
ling to  west,  maximum  at  6  ft.  above  base. 

After  failure.     Concrete  soft  and  crumbly  to  a  depth  of  \y2  in.  to  2  in. 
(Figs.  66,  103  and  151.) 
Test  No.  37.     Plate  and  Angle.     4-in.     1:2:4  trap  concrete,  round  section 

35  min.  to  1  hr. — small  cracks  noted  on  all  sides  at  bracket.  1  hr.,  25 
min.  to  1  hr.,  40  min. — spalling  of  southwest  and  southeast  corners  at 
bracket.  4  hr.,  20  min. — no  further  cracking  or  spalling.  6  hr.,  10  min. — 
maximum  expansion.  6  hr.,  24  min. — spalling  across  west  face  at  bracket 
about  1  in.  deep.  7  hr.,  10  min. — spalling  on  south  face  at  bracket; 
impossible  to  observe  lower  part  of  column  on  account  of  furnace  gases. 
6  hr.,  30  min. — slight  deflection  to  west  noted,  increasing  to  y2  in.  at  7  hr., 
and  1^4  m-  west  at  7  hr.,  30  min.  7  hr.,  34^  min. — failure,  buckling  to  west, 
maximum  at  5*/2  ft.  above  base. 

After  failure.  -Considerable  fusion  and  flowing  of  concrete  to  depth 
of  2  in.  and  incipient  fusion  for  1  in.  to  \l/2  in.  further  in,  in  lower  8  ft. 
Partial  fusion  to  l/2  in.  depth  above  this  point.  Concrete  crumbly  for  1  in. 
inside  fusion  portion;  fairly  hard  further  in.  Trap  rock  extends  to  surface 
quite  generally  in  upper  portion  which  was  not  fused.  (Figs.  66,  110  and 

Test  No.  38.     Plate  and  Channel.    2-in.     1:2:4  Joliet  gravel  concrete 

45  min.  to  2  hr.,  55  min. — several  fine  vertical  cracks  appeared  on  east 
and  west  faces  about  2y2  in.  from  corners,  5  ft.  to  8  ft-  above  base,  some 
opening  up  to  ik  in.,  also  several  cracks  in  bracket.  3  hr.,  10  min. — maxi- 
mum expansion.  3  hr.,  26  min. — horizontal  cracks  on  north  face  4  ft.  up, 
y$  in.  wide.  .4  hr.,  6  min. — vertical  cracks  on  east  and  west  faces  opening 
up  to  J/s  in.;  very  few  cracks  on  north  and  south  faces.  5  hr.,  4  min. — con- 
crete loose  on  corners  3  ft.  up.  5  hr.,  28  min. — no  spalling.  4  hr. — slight 
deflection  to  east  noted,  increasing  to  l/2  in.  at  5  hr.,  21  min.  5  hr.,  28^4 

.— failure,  buckling  to  east,  maximum  at  2J4  ft.  above  base. 


LOG  OF  FIRE  TESTS  149 

After  failure.     Concrete  calcined  to  depth  of  1/4  in.  and  very  crumbly 
to  depth  of  2  in.     Inside  of  this  point  on  web  side,  concrete  was  quite  hard 
and  apparently  little  affected"  by  the  heat.     (Figs.  66,  111  and  158.) 
Test    No.    39.     Plate    and    Channel.     4-in.      1:2:4    Meramec    River    gravel 

concrete 

19  min.  to  26  min. — vertical  cracks  developed  on  east  and  west  faces 
near  corners  in  lower  half  and  at  bracket.  26  min. — 2  ft.  spall  on  northwest 
corner  near  middle.  28  min.  to  40  min. — vertical  cracks  extending  upward 
and  opening  up.  40  min. — horizontal  crack,  5  ft.  up,  across  north  face.  45 
min. — large  spall  on  southwest  corner,  7  ft.  up.  1  hr.,  20  min — cracks  open- 
ing up  to  y2  in.  in  some  cases.  1  hr.,  26  min. — concrete  cracked  through 
northeast  corner,  this  corner  spalling  off  from  4  ft.  to  8  ft.  up  at  2  hr.,  6 
min.,  exposing  edge  of  steel  for  4  ft.  2  hr.,  13  min. — southwest  corner 
spalled  off  for  3  ft.  near  middle  exposing  steel.  3  hr. — northwest  corner 
and  west  side  spalled  off  above  middle  of  column  exposing  steel  on  corner 
for  2  ft.  3  hr.,  20  min. — maximum  expansion.  3  hr.,  41 J4  min. — failure 
with  local  buckling  6l/2  ft.  to  8  ft  above  base. 

After  failure.     Concrete  inside  of  spalled  or  cracked  portions  was  quite 
hard    and    split   witk    fracture    of   aggregate.     Aggregate    also    fractured    by 
cracks  produced  in  the  fire  test.     (Figs.  66  and  112.) 
Test  No.  40.     Latticed  Channel.    2-in.     1:2:4  trap  concrete,  round  section 

5  hr.,  1  min. — maximum  expansion.  6  hr.,  56  min. — no  cracking,  spalling 
or  fusion  of  concrete.  7  hr.,  25  min. — a  number  of  vertical  cracks  on  east 
and  west  sides  in  lower  half  varying  from  very  fine  to  Y%  in.  by  16  in. 
at  southeast  3  ft.  up.  No  spalling  or  fusion.  7  hr.,  55  min. — cracks  opening 
up;  the  crack  noted  above  open  %  in.;  no  spalling,  possibly  some  fusion. 
7  hr.,  57  min. — failure  with  local  buckling  about  5  ft.  above  base. 

After  failure.     Fusion  of  concrete  from  depth  of  J^  in.  to  \Yz  in.  near 
failure  point.     Very  little  concrete  had  run.     Concrete  outside  of  steel  gen- 
erally disintegrated;  between  channels  it  is  harder.     (Fig.  67,  113  and  159.) 
Test  No.  41.    Z-bar  and  Plate.    4-in.  1:3:5  limestone  concrete. 

10  min. — fine  vertical  crack,  2  in.  long,  on  west  face  near  north  corner 

7  ft.  up.     1  hr.  to  1  hr.,  50  min. — several  vertical  cracks,  3  in.  to  12  in.  long, 
appeared  on  west  face  near  corners  .in  middle  section  of  column;  some  open- 
ing up  to  y%  in.;  no  spalling.     2  hr.,  50  min. — concrete  cracked  through  for 
2  in.  length  on  northwest  corner,  5  ft.  up.     7  hr.,  30  min. — maximum  expan- 
sion.    Lateral  deflection  at  middle  of  column  less  than  Y%  in.     8  hr. — column 
still    supporting    working    load    with    little    apparent    change;    no    spalling. 
Load  increased  with  fire  going  until  failure  occurred  under  load  of  332,000 
lb.,  buckling  to  south,  maximum  6  ft.  above  base,  at  8  hr.,  24%  min. 

After  failure.  Concrete  reddish  in  color  and  dehydrated  to  depth  of  1 
in.  from  surface.  Concrete  outside  of  flanges  dehydrated  and  crumbly. 
(Figs.  67,  114  and  160.) 

Test  No.  42.    Z-bar  and  Plate.     4-in.     1:3:5  limestone  concrete 

1  hr.,  15  min. — small  crack  on  southwest  corner  at  bracket.  2  hr.,  20 
min. — fine  vertical  crack  on  west  face  4  in.  from  northwest  corner,  4  ft  up. 

8  hr. — maximum    expansion.     Column    still    supporting    working    load    with 
little  apparent  change;   no   spalling;   deflection   less   than   ^    in.     Load  in- 
creased with  fire  going  until  failure  occurred  under  load  of  330,000  lb.  with 
buckling  to  north,  maximum  6  ft.  above  base,  at  8  hr.,  11^2  min. 

After  failure.  Concrete  affected  same  as  in  Test  No.  41.  (Figs.  67,  115 
and  161.)  ,  .  Fb  'S'lEi 

Test  No.  43.  I-beam  and  Channel.  2-in.  1:2:4  sandstone  concrete 
13  min. — vertical  crack,  4  in.  long,  on  southeast  corner,  Sl/2  ft.  up,  caus- 
ing slight  spalling  at  20  min.  21  min.  to  30  min. — vertical  cracks  appeared 
on  east  and  west  faces  near  corners,  mostly  in  middle  part  of  column.  30 
min.— southeast  corner  spalled  off  to  a  height  of  5^  ft.  exposing  edge  of 
steel  and  ties  for  4  ft.  33  min.  to  41  min. — vertical  cracks  on  east  and  west 
faces  extended  nearly  full  length  of  column.  45  min. — southwest  cornei 
spalled  off  4  ft.  to  10  ft.  up.  51  min. — southeast  corner  spalled  off  6  ft.  tc 

9  ft.  up.     55  min. — cracks  opening  up  to  l/4  in.  in  places.     1   hr.,  15  min.— 
southwest  corner  spalled  off,  lower  4  ft.     2  hr.,  50  min. — maximum  expan- 


ISO  RESULTS  OF  FIRE  TESTS 

sion.     3  hr.,  5  min. — concrete  checking  all  over  surface.     4  hr.,   11  min. — 
failure,  buckling  to  north,  maximum  6  ft.  above  base. 

After  failure.  Channel  flanges  and  ties  on  south  oxidized.  Concrete 
discolored  on  surface  and  very  crumbly  for  depth  of  1  in.,  rest  dehydrated 
and  possessed  little  strength.  Fractures  split  aggregate  which  also  seems 
to  have  lost  much  of  its  strength,  crumbling  under  light  hammer  blows. 
(Figs.  67,  116  and  152.) 

Test  No.  44.  I-beam  and  Channel.  2-in.  1:3:5  sandstone  concrete 
17  min. — vertical  crack  on  northeast  corner,  2  ft  to  5  ft.  up,  corner 
spalling  off  at  18  min.,  also  vertical  crack  on  northeast  corner,  3  ft.  to  7  ft. 
up,  corner  spalling  off  at  25  min.  22  min. — vertical  cracks  on  both  sides  of 
northwest  and  southwest  corners.  32  min. — southeast  corner  spalled  off  in 
lower  3  ft.  35  min. — vertical  cracks  on  all  faces  about  2  in.  from  corners 
running  full  length  of  column.  Edges  of  steel  exposed  for  lower  7  ft.  on 
northeast  and  southeast  corners;  concrete  loose  on  northwest  and  south- 
west corners.  36l/2  min. — southwest  corner  spalled  from  6  ft.  to  7  ft.  up. 

1  hr.,  2  min. — spall  east  side  near  middle  for  length  of  3  ft.  exposing  flange 
edges.     1  hr.,  23  min. — all  corners  at  bracket  spalled  or  cracked.     1  hr.,  24 
min. — northwest  corner  spalled  from  6  ft.  to  9  ft.  up.     l.hr.,  35  min. — south- 
east  flange   of   channel   dull   red    at   middle   of   column;    no    other    change. 

2  hr.,  23  min. — maximum  expansion.     3  hr.,  4J4   min. — failure,  buckling  to 
north,  maximum  6  ft.  above  base. 

After  failure.  Concrete  generally  very  soft  and  crumbly.  Falls  off 
column  readily  in  large  pieces.  (Figs.  67  and  116.) 

Test  No.  45.     Starred  Angle.    2-in.     1:2:4  Meramec  River  gravel  concrete, 

round  section 

20  min.  to  30  min. — a  number  of  deep  cracks,  mostly  vertical,  in  lower 
half  of  column;  concrete  becoming  loose  in  places.  35  min. — some  spalling 
near  middle  of  column.  36  min. — cracks  in  upper  half  of  column;  practi- 
cally all  sides  have  large  cracks.  38  min. — crack  on  west,  3  ft.  up,  open 

3  in.  exposing  steel     44  min. — spalling  to  steel  on  west.     47  min. — spalling 
to  steel  on  north  and  west  near  bottom.     55  min. — wire  tie  appeared  to  be 
holding  concrete  between  angles  in  place.     56  min. — edge  of  steel  exposed 
on  west  from  1  ft.  to  6  ft.  up,  on  north  from  1  ft.  to  2  ft.  up.     1  hr.,  7  min. — 
steel  exposed  on  south  1  ft.  to  2  ft.  up.     1  hr.,  10  min. — large  pieces  spalled^ 
on  north  side  near  middle  of  column.     1  hr.,  34  min. — concrete  on   lower 
part  of  bracket   spalled   off.     1    hr.,   41    min. — maximum    expansion.     1    hr., 
47  min. — failure  by  local  buckling  about  3  ft.  above  base. 

After  failure.  Coarse  aggregate  was  quite  generally  broken  on  fracture 
planes.  Concrete  inside  of  fractures  appeared  to  be  in  good  condition. 
(Figs.  66  and  112.) 

Test   No.  46.    Latticed  Angle.  '2-in.    1:2:4   trap   concrete. 

1  hr. — diagonal  crack,  southeast  corner  at  bracket.  2  hr.,  35  min. — 
vertical  crack,  3  in.  long  on  east  face,  4  in.  from  southeast  corner,  8  ft.  up. 
No  spalling  before  failure.  4  hr.,  55  min. — maximum  expansion.  6  hr.,  43J^ 
min. — failure  with  local  buckling  about  6  ft.  above  base,  each  angle  deflect- 
ing outward  about  2y2  in. 

After  failure.  Incipient  fusion  on  surface  of  concrete  with  small  cracks. 
Concrete  crumbly  from  dehydration  to  \l/2  in.  from  surface.  It  was  other- 
wise apparently  in  fair  condition  except  where  crushed  at  point  of  failure. 
(Figs.  67  and  117.) 

Test  No.  47.    Round  Cast  Iron.    2-in.    1 :2 :5  cinder  concrete.    Not  tied. 

50  min. — piece  of  concrete  2  in.  diameter,  spalled  off  under  bracket  on 
south  exposing  bracket;  also  6  in.  long  crack  extended  down  from  spall.  2 
hr.,  3  min. — maximum  expansion.  2  hr.,  42  min. — vertical  cracks  noted  on  all 
sides  at  middle  of  column.  2  hr.,  47  min. — concrete  fell  off  from  2  ft.  to  10  ft.  up, 
exposing  metal.  2  hr. — slight  deflection  to  south  noted,  increasing  to  % 
in.  at  2  hr.,  20  min.  2  hr.,  48^4  min. — failure  with  buckling  to  south,  maxi- 
mum 6  ft.  above  base. 

After  failure.  Column  broken  up  and  thickness  found  to  vary  from 
y2  in.  to  li^  in.  with  thinnest  metal  on  north.  A  short  horizontal  crack 
had  formed  on  north  side  3  ft.  above  base.  Concrete  crumbly  for  fa  in.  from 
surface.  Inside  of  this  it  appears  almost  unaffected  by  the  fire  test.  (Fig. 
67,  101  and  158.) 


LOG  OF  FIRE,  TESTS  151 

(e)  Hollow  Clay  Tile  Protections 

Test  No.  48.    Rolled  H.    2-in.  semi-fire  clay  tile,  New  Jersey  district.    No 

filling 

7  min. — a  number  of  vertical  joints  open  about  &  in.  12  min. — vertical 
cracks  in  center  of  north,  east  and  south  sides,  5  ft.  to  9  ft.  up;  cracks  in 
about  l/z  of  all  vertical  joints.  20  min. — vertical  cracks  extending  and  in 
some  cases  opening  to  %  in.;  cracks  on  all  sides  at  bracket,  and  lower 
edge  of  tile  spalled  off  on  southwest  corner  at  bracket.  30  min. — north 
face  cracked,  2  ft.  to  10  ft.  up;  vertical  cracks  on  east  from  3  ft.  to  W%  ft.; 
on  south  from  5  ft.  to  9  ft.  up;  cracks  in  some  cases  open  94  in.  1  hr.,  15 
min. — outer  shell  of  tile  spalled  off  along  lower  west  edge  at  bracket;  little 
change  in  tile  below.  No  spalling  below  bracket  before  failure.  1  hr.,  32 
min. — maximum  expansion.  1  hr.,  40  min. — slight  deflection  to  northwest 
noted,  increasing  to  ^  in.  at  1  hr.,  49  min.  1  hr.,  50  min. — failure,  buckling 
to  west,  maximum  8  ft.  above  base. 

After  failure.  At  failure  tile  fell  off  from  5  ft.  up  to  top  course  of 
bracket.  Lower  two  or  three  courses  almost  intact.  (Figs.  68,  118  and  162.) 
Test  No.  49.  Rolled  H.  4-in.  semi-fire  clay  tile,  New  Jersey  district.  No 

filling 

3^2  min.  to  8^  min. — a  number  of  vertical  cracks  in  tile  and  joints  in 
lower  8  ft.  opened  -fe  in.  to  fs  in.  12  min.  to  24  min. — cracks  opening 
to  £i  in.  maximum;  west  face  bulged  out  3/4.  in.  from  4  ft.  to  8  ft.  up.  22  min. 
— ties  down  at  9th  and  12th  courses.  25  min. — tile  in  middle  section  of 
column,  on  south  and  west  sides  cracked  and  crushed.  1  hr.,  27  min. — cracks 
opening  up  to  %  in.  in  places;  no  extension  of  cracks  or  spalling.  1  hr., 
20  min. — slight  deflection  to  north  noted,  increasing  to  %  in.  at  1  hr.,  38  min. 
1  hr.,  21  min, — maximum  expansion.  1  hr.,  40  min. — failure  with  compound 
buckling  to  northwest  8  ft.  above  base  and  to  southeast  6  ft.  above  base. 

After  failure.     A  few  tile  intact  without  cracks;  tile  generally  cracked 
longitudinally  through  the  shells,  not  often  cracked  transversely  across  webs. 
This  probably  accounts  for  the  fact  that  no  spalling  of  shells  occurred  until 
very  near  failure.     (Figs.  68,  118  and  162.) 
Test   No.   50.     Plate  and  Angle.     2-in.   surface  clay   tile,   Boston   district. 

Granite  concrete  fill.     (Tile,  6  in.  wide,  laid  horizontally.    No  ties). 

7  min. — cracking  and  spalling  on  corners,  4  ft.  to  6  ft.  up.  10  min. — 
tile  spalled,  concrete  exposed  on  south  and  east  for  1  ft.  near  bottom.  16 
min. — tile  bulged  out  on  south  face  from  bottom  to  6y2  ft.  up.  21  min. — 
tile  fell  off  on  south  where  bulged,  exposing  steel.  26  min.— concrete  ex- 
posed from  4  ft.  to  6}4  ft.  up  on  north,  east  and  west.  32  min. — cracks  open- 
ing up  at  joints  in  upper  half.  55  min. — maximum  expansion.  1  hr.,  S$4 
min, — failure  with  local  buckling  about  5^  ft.  above  base. 

After  failure.  Tile  broke  clear  from-  concrete  with  no  splitting  of  tile 
at  keys.  Transverse  shearing  of  long  tile  at  joints  of  short  tile  very  marked. 
Tile  in  all  courses  fell  in  whole  or  part  except  top  bracket  course  and  three 
lower  courses.  Concrete  in  fill  where  not  crushed  by  compression  ap- 
parently uninjured  (Figs.  68  and  119.) 
Test  No.  50A.  Plate  and  Angle.  2-in.  surface  clay  tile,  Boston  district. 

Granite  concrete  fill.     (Tile  6  in.  wide,  laid  horizontally.    No  ties). 

5  min.— several  horizontal  joints  open  %  in.;  vertical  crack  12  in.  long 
through  tile  on  east  face,  6&  ft.  up;  large  number  of  vertical  cracks  near 
corners  at  bracket.  7  min.— spall  part  of  one  outer  shell  on  each  of  south 
and  west  near  middle.  13  min. —  vertical  cracks  *4  in.  wide  opposite  joints 
at  all  corners.  13  min.  to  20  min. — outer  shell  spalled  off  for  2  ft.  at  middle 
on  east  and  west;  outer  shell  bulged  out  Y2  in.  in  several  places.  21  min. — 
edge  of  steel  exposed  for  6  in.  on  northeast  corner,  6  ft.  up.  21  min.  to  39 
min. — tile  fell  off  exposing  concrete  for  3  ft.  at  middle  on  east  and  west; 
buckling  of  tile  increasing  to  &  in.  maximum;  upper  3  ft.  intact  except 
for  y&-m.  cracks  at  bracket.  1  hr.,  14  min.— tile  fell  off  exposing  concrete 
in  lower  3  ft.  on  west  face;  otherwise  little  change.  1  hr.,  24  mm. — mortar 
joints  evidently  not  very  full  on  north  and  south,  can  see  through  in 
places.  1  hr.,  42  min. — tile  buckled  out  1  in.  north,  5  ft.  up.  1  hr.,  44  min. — 
maximum  expansion.  1  hr.,  59^  min.— failure,  buckling  to  west,  maximum 
5%  ft.  above  base. 


152  RESULTS   OF   FIRE   TESTS 

After  failure.  All  tile  fell  off  at  failure  except  parts  of  courses  in 
lower  foot  and  in  upper  three  feet.  Concrete  fully  fills  re-entrant  portions 
except  where  crushed  out  at  point  of  failure.  (Figs.  69,  119  and  163.) 

Test   No.   51.     Plate   and   Angle.     4-in.    surface   clay   tile,   Boston   district. 

Granite  concrete  fill 

7  min.  to  17  min. — considerably  cracking  and  bulging,  mostly  in  middle 
courses,  where  some  corners  were  shattered.  14  min. — vertical  cracks  in 
about  50  per  cent  of  tile.  18  min.  to  38  min. — bulging  increasing,  vertical 
cracks  opening  to  Y$  in,  maximum;  minor  spalling  on  southeast  and  south- 
west corners  in  middle  courses.  20  min. — ties  on  2nd  and  8th  courses  down. 
36  min.- — tie  on  6th  course  down.  40  min.  to  52  min. — outer  shell  of  tile 
spaljed  off  from  5  ft.  to  7  ft.  up  on  south  and  west.  1  hr.,  22  min. — bulging 
of  tile  increased  to  1^  in.  maximum.  1  hr.,  47  min. — tile  fell  on  north,  to 
7  ft.  up  exposing  mortar  and  concrete.  1  hr.,  30  min. — slight  deflection  to 
west  noted,  increasing  to  ^  in.  at  2  hr.  2  hr.,  11  min. — maximum  expansion. 

2  hr.,  17*/i  min. — failure,  buckling  to  west,  maximum  6  ft.  above  base. 

After  failure.  Tile  generally  shattered.  Parts  of  tile  near  bottom 
blackened  and  partly  fused  by  the  heat.  Concrete  fills  web  spaces  fairly; 
it  is  apparently  little  injured.  Mortar  joint  on  flanges  not  full  in,  places  but 
voids  are  partly  filled  with  concrete.  (Figs.  69  and  120.) 

Test  No.   51A.     Plate  and  Angle.     4-in.  surface  clay  tile,   Boston  district. 

Granite  concrete  fill 

3  min.  to  15  min. — considerable  cracking  and  some  bulging  at  corners. 
16  min. — cracks  quite  general,  open  to  %  in.  in  lower  two-thirds,  not  over 
t"g-  in.  above.  16  min.  to  44  min. — cracks  increasing  and  opening  up;  bulg- 
ing out  of  tile  at  horizontal  joints  to  maximum  of  2  in.,  mostly  in  middle 
four  courses.  38  min. — tie  broken  on  5th  .course.  1  hr.,  6  min. — cracks  and 
bulges  opening  up  in  lower  8  ft.;  little  change  above.  1  hr.,  14  min. — ties 
dropped  on  2nd  and  3rd  courses.  1  hr.,  20  min.  to  1  hr.,  32  min. — outer 
shells  on  east  and  west  side  in  middle  course  spalling;  at  end  of  this  period 
tile  had  fallen  exposing  concrete  from  4  ft.  to  8  ft.  up  on  east  and  from 
4  ft.  to  10  ft.  up  on  west.  1  hr.,  44  min. — all  ties  down  except  on  3  upper 
courses.  1  hr.,  45  min, — tile  buckled  away  from  flanges  on  north  and  south, 
6  ft.  up.  2  hr.,  6  min. — tile  spalled  on  north,  6  ft.  up,  exposing  east  flange 

3  by  4  in.     2  hr.,  23  min. — tile  buckled  away  from  flanges   on  north   and 
south,  8^2  ft.  up.     2  hr.,  26  min. — no  change  in  upper  courses.     2  hr.,  40  min. 
— maximum  expansion.     2  hr.,  54  min. — tile  fell  on  south,  6  ft  up,  exposing 
steel.     2  hr.,  41  min, — lateral  deflection  at  center  less  than  Y%  in.     2  hr.,  55^ 
min. — failure  with  buckling  to  west,  maximum  at  5^2  ft.  above  base. 

After  failure.  Upper  2y>  courses  almost  intact  except  for  spalling  of 
part  of  outer  shell  on  west.  Tile  generally  cracked  through  shells  parallel 
with  webs,  but  some  were  also  cracked  through  webs  parallel  with  shells. 
Filling  good,  no  voids.  Tile  fused  near  bottom  on  south  and  west  sides, 
some  pieces  had  been  nearly  plastic.  Partial  fusion  extended  up  to  the  10th 
course.  (Figs.  69,  120  and  163.) 

Test  No.  52.     Plate  and  Channel.     2-in.  Ohio  shale  tile,     Cinder  concrete  fill. 

2  min. — cracks  ]/s  in.  wide  on  east  and  west.  8  min.  to  11  min. — cracks 
increasing  and  open  to  *i  in.,  some  shells  buckling,  two  outer  shells  spalled, 
and  considerable  number  of  outer  shells  loose.  16  min. — cracks  open  to  1 
in.  maximum;  tie  broken  on  7th  course.  18  min. — outer  shell  7th  course  on 
west  spalled  off.  27  min. — tie  broken  on  9th  course.  32  min. — outer  shell 
9th  course  on  south  spalled;  a  number  of  loose  outer  shells  held  in  place  by 
ties.  53  min. — all  tile  cracked  but  little  further  spalling.  1  hr.,  6  min. — 
edge  of  southeast  flange  exposed  opposite  6th  course.  1  hr.,  25  min. — inner 
shell  ready  to  fall  on  7th  course,  west,  edges  of  flanges  probably  exposed. 
1  hr.,  32  min. — maximum  expansion.  1  hr.,  40^4  min. — failure  with  local 
buckling  about  6  ft.  above  base. 

After  failure.  Concrete. fill  without  voids;  motar  joints  on  north  and 
south  sides  fairly  full.  Bracket  courses  almost  intact.  (Figs.  70,  121  and 
163.) 


LOG  OF  FIRE  TESTS  153 

Test  No.  53.    Plate  and  Channel.    4-in.  Ohio  shale  tile.    Cinder  concrete  fill. 

2  min.  to  15  min. — cracking  very  pronounced  on  all  faces,  cracks  open- 
ing up  to  1  in.  maximum  at  end  of  this  period.  7  min.  to  30  min, — spalling 
of  outer  shells  beginning  at  corners  and  later  across  faces;  outer  shells 
generally  loose.  8  min.  to  23  min. — bulging  out  of  tile  at  horizontal  joints 
on  east  and  west,  3  ft.  to  9  ft.  up,  increasing  to  \l/2  in.  at  end  of  period.  24 
min. — ties  off  on  3rd,  7th,'  and  9th  courses.  30  min.  to  33  min. — all  outer 
shells  spalled  off  on  west,  2  ft.  to  6  ft.  up,  on  east,  9  ft.  to  10  ft.  up.  33  min. 
to  37  min. — tile  fell  on  west,  4th  and  5th  courses,  on  east  7th,  8th  and  9th 
courses.  42  min. — all  ties  down  except  on  1st,  8th  llth  and  12th  courses. 
45  min. — tile  bulged  out  on  south  exposing  steel  from  2  ft.  to  5  ft.  up.  58^ 
min. — tile  now  fallen  on  west  from  3rd  to  9th  courses,  incl.  1  hr.,  4  min. — 
bracket  courses  nearly  intact.  1  hr.,  17  min. — maximum  expansion.  1  hr., 
22%  min. — failure  with  local  buckling  about  7l/2  ft.  above  base. 

After  failure.  Cracks  through  tile  webs  parallel  with  faces  predominate, 
although  many  units  cracked  through  both  faces.  Mortar  joints  generally 
full.  Concrete  fill  good,  no  voids.  (Figs.  70,  121  and  163.) 

Test  No.  54.    Latticed  Channel.    2-in.  Ohio  semi-fire  clay  tile.    Trap  con- 
crete fill 

2  min.  to  15  min. — considerable  cracking,  both  in.  joints  and  in  tile, 
cracks  opening  up  generally  to  J-6  in.  at  end  of  period;  outer  shells  spalling 
near  corners  and  beginning  to  bulge  out  at  horizontal  joints,  mostly  in 
middle  courses.  24  min. — bulging  out  of  outer  shells  increased  to  maximum 
of  2  in.  28  min. — tie  broken  on  9th  course.  48  min. — nearly  all  of  outer 
shells  spalled  off  at  bracket  on  south.  50  min.  to  1  hr.,  4  min. — outer  shell 
of  tile  spalled  on  south,  4  ft.  to  5  ft.  up,  on  north  half  of  east  face,  3  ft.  to  5  ft 
up,  and  on  west  7  ft.  to  9  ft.  up.  1  hr.,  22  min. — tie  broken  on  4th  course.  1 
hr.,  4\y2  min. — inner  shells  on  east  fell,  4  ft.  to  6  ft.  up,  exposing  steel; 

1  hr.,  43  min. — inner  shells  on  north  fell,  4  ft.  to  6  ft.  up,  exposing  steel; 
outer  shell  spalled  on  north,  3  ft.  to  4  ft.  up.     1  hr.,  52  min. — tile  fell  on  west 

2  ft.  to  4  ft.  up  exposing  flange  edges;  on  north,  3  ft.  to  6  ft.  up,  exposing 
part  of  flanges  and  lattice.     2  hr.  30  min. — all  tile  off  on  west,  9th  and  10th 
courses.     2   hr. — slight   deflection   to  northwest   noted,  increasing  to   J^  in. 
at  2  hr.,  41  min.,  and  to  1  in.  west  at  3  hr.,  1  min.     2  hr.,  20  min. — maximum 
expansion.     3  hr.,  17%  min. — failure,  buckling  to  west,  maximum  6  ft.  above 
base. 

After  failure.  Concrete  between  flanges  of  channels  quite  crumbly; 
that  between  channel  webs  hard  and  apparently  little  injured  except  where 
crushed.  Concrete  fairly  fills  space  between  steel  and  tile  on  both  flange 
and  web  sides.  (Figs.  70,  122  and  164.) 

Test  No.  55. — Z-bar  and  Plate.     2-in.  Ohio  semi-fire  clay  tile.     Limestone 

concrete  fill 

4  min. — cracking  and  bulging  out  of  outer  shells.  13  to  23  min. — outer 
shells  generally  cracked  to  Y&  in.  maximum;  bulging  out  at  horizontal  joints 
increasing;  some  spalling  at  corners.  34  min. — parts  of  shell  on  west  spalled 
at  4  ft.  to  5  ft.  and  2  ft.  to  3  ft.  up.  45  min. — all  cracks  opening.  1  hr.,  4 
min. — wire  tie  broken  on  3rd  course.  1  hr.,  48  min. — tile  fell  on  west,  7th 
to  10th  courses  inch,  also  part  of  9th  course  on  south  fell.  2  hr. — outer 
shell  spalled  on  south  at  bracket  course  exposing  edge  of  bracket  steel  2 
hr.,  8  min. — outer  shell  spalled  on  north  7th  to  9th  course.  2  hr.,  37  min. — 
tile  bulged  out  to  1J4  in.  on  south,  9  ft.  up.  2  hr.,  51  min. — maximum  expan- 
sion. 3  hr.,  20  min. — tile  fell  on  west  llth  course.  3  hr.,  23  min.  to  3  hr., 
27  min. — outer  shells  spalled  on  north  at  bracket  and  from  2  ft.  to  6  ft.  up; 
on  east,  shells  now  spalled  from  2  ft.  to  7  ft.  up.  3  hr.,  41  min. — deflection 
of  */s  in.  south.  3  hr.,  46-)4  min. — failure,  buckling  to  south,  maximum  at 
8  ft.  above  base. 

After  failure.  Tile  shells  remaining  on  are  firmly  held.  Concrete  filled 
interior  fully,  including  space  between  Z-bar  flanges  and  tile.  Concrete 
hard  where  tile  remained  in  place;  where  exposed,  concrete  was  calcined 
to  depth  of  about  tf  in.  (Figs.  71,  122  and  164.) 


154  RESULTS   OF   FIRE   TESTS 

Test  No.  56.     Z-bar  and  Plate.    4-in.  Ohio  semi-fire  clay  tile.     Limestone 

concrete  fill 

5  min.  to  30  min. — considerable  cracking  and  some  spalling  of  parts 
of  outer  shells;  spalling  principally  in  upper  half  near  southwest  corner,  at 
middle  near  northwest  corner,  and  on  lower  courses  at  northeast  corner. 
57  min. — outer  shell  bulged  slightly  at  some  horizontal  joints,  most  on  west 
at  6  ft.  and  7  ft.  up;  no  inner  shells  spalled.  2  hr.-,  30  min. — maximum  expan- 
sion. 2  hr.,  55  min. — outer  shell  spalled  on  south  at  bracket;  otherwise 
little  cracking  or  spalling  in  last  2^2  hr. ;  wire  mesh  in  horizontal  joints 
holding  tile  in  place  quite  effectively.  1  hr.,  51  min. — deflection  of  %  in. 
south;  deflection  changed  to  ^  in.  northeast  at  3  hr.,  1  min.,  increasing  to 
Y%  in.  at  3  hr.,  21  min.  3  hr.,  33^>  min — failure,  buckling  to  north,  maximum 
at  &/2  ft.  above  base. 

After  failure.  Wire  mesh  in  all  horizontal  joints  lapping  at  corners. 
Concrete  fill  good,  no  voids;  concrete  hard,  almost  intact.  (Figs.  71,  123 
and  165.) 

Test  No.  57.    I-beam  and  Channel.  4-in.  surface  clay  tile,  Chicago  district* 
Limestone  concrete  fill 

3  min.  to  13  min. — general  cracking  and  bulging  of  a  few  outer  shells, 
cracks  open  to  r/i  in.  23  min. — bulging  increasing;  general  spalling  of  small 
pieces  from  corners.  25  min. — parts  of  outer  shell  spalled  on  east  and  west, 
4  ft.  to  5  ft.  up.  32  min. — cracks  and  bulges  generally  open  ^  in.  on  all 
sides  from  3  ft.  to  6  ft.  up.  38  min. — outer  shells  loose  or  fallen  on  west,  5 
ft.  to  7  ft.  up  and  on  south  4  ft.  to  6  ft.  up.  53  min. — all  outer  shells  spalled 
on,  east  and  south,  3  ft.  to  6  ft.  up,  and  on  north,  5  ft.  to  6  ft.  up;  tile  in  5th 
course  on  south  fell,  exposing  part  of  flange.  1  hr.,  2  min. — large  amount 
of  tile  fell  on  all  sides  exposing  most  of  concrete  from  3  ft.  to  10  ft.  up. 

2  hr.,  15  min. — maximum  expansion,  2  hr.,  37  min. — tile  down  on  all  sides 
from  2  ft.  to  12  ft,  up,  exposing  concrete.     2  hr. — slight  deflection  to  north 
noted,  increasing  to  *A  in.  at  2  hr.,  50  min.,  and  to  ^  in.  at  3  hr.,  21  min.     3 
hr.,  23  min. — failure,  buckling  to  north  maximum  at  8  ft.  above  base. 

After  failure.  A  number  of  tile  sheared  at  -plaster  key,  leaving  latter 
in  the  concrete.  Concrete  fill  fairly  full  except  at  a  few  points  between  tile 
and  channel  flange.  Concrete  calcined  to  depth  of  ]/>  in.  where  exposed; 
hard  where  protected.  (Figs.  71  and  123.) 

Test  No.  58.     I-beam  and  Channel.     2  layers  of  2-in.  surface  clay  tile,  Chi- 
cago district.     Tile  fill.    Wire  mesh  in  horizontal  joints 

3  min.  to  15  min.— outer  shells  and  tile  spalled  at  corners  quite  generally. 
16  min. — outer  shell  of  outer  tile  bulged  out  1^2  in.  at  horizontal  joint  on 
east,  -5  ft.  up.  26  min. — part  of  inner  shell  of  outer  layer  of  tile  at  south- 
east corner,  10  ft.  up  fell;  outer  shells  continuing  to  spall  at  corners  and  on 
parts  of  some  faces.  44  min.  to  48  min. — outer  shells  of  outer  tile  spalled 
on  all  sides  at  bracket,  also  partly  on  east,  at  10  ft.  up,  and  all  on  west,  10 
ft.  to  11  ft.  up;  outer  shell  bulged  1  in.  at  10^  ft.  up  on  south.  1  hr.,  36 
min. — all  outer  shells  now  spalled  on  east  from  9  ft.  to  top.  1  hr.,  57  min. 
— outer  tile  down  on  south,  10th  course  and  on  east,  9th  course.  3  hr. — 
little  change  in  1  hr.  3  hr.,  30  min. — outer  shell  of  outer  tile  spalled  on 
south,  5th  course.  3  hr.,  43  min. — bracket  exposed  for  6  in.  on  northeast. 

3  hr.,  45  min. — all  tile  down  in  upper  two  courses  on  east;  on  north  and 
south,  outer  tile  down  in  upper  two  courses  and  inner  tile  bulging  out  1  in.: 
all  of  bracket  exposed  on  both  sides.     3  hr.,  56  min. — 50  to  75  per  cent  of 
outer  shells  of  outer  tile  now  down,  most  of  which  occurred  before  1  hr., 
57  min.;  total  outer  tile  and  part  of  inner  tile  fallen  in  a  few  places  as  noted 
above;  little  spalling  now  taking  place.     4  hr. — maximum  expansion.     4  hr., 
25  min. — no  decided  change;  no  fusion  noted  although  tile  at  4  ft.  up  concave 
outwards  as  if  beginning  to  fuse.     3  hr. — slight  center  deflection   to  south 
noted,  increasing  to  %   in.  at  4  hr.,  31  min.     4  hr.,  35^4  min. — failure  with 
local  buckling  to  south  and  west  about  11  ft.  above  base. 


LOG  OF  FIRE  TESTS  155 

After  failure.  Generally  all  but  outer  shell  of  outer  tile  in  place  in 
lower  eight  courses.  On  9th  course  outer  tile  down  and  almost  all  tile 
down  in  10th,  llth  and  12th  courses.  Wire  mesh  found  in  all  joints  except 
between  the  1st  and  2nd  courses,  between  the  9th  and  10th  on  north  and 
south  where  the  pipes  interfered,  and  between  the  llth  and  12th  where  the 
bracket  angles  interfered.  Some  mesh  was  found  between  the  10th  and  llth 
course  although  so  much  tile  was  down  that  it  was  impossible  to  determine 
whether  all  pieces  had  been  placed.  Very  decided  fusion  of  tile  occurred 
in  lower  4  ft.  and  incipient  fusion  up  to  7  ft.  above  base,  being  most  pro- 
nounced on  south  side  of  column.  (Figs.  71,  124  and  165.) 

Test  No.   59.     I-beam  and   Channel.     2  layers  of  2-in.   surface   clay   tile, 
Chicago  district.    Tile  fill.    Outside  wire  ties. 

3  min.  to  14  min. — considerable  cracking  of  outer  shells  on  all  sides. 
14  min. — outer  tile  bulged  out  1J/2  in.  on  west,  7  ft.  up.  15  min.  to  23  min. — 
spalling  of  two  outer  shells  at  corners.  17  min. — outer  tile  bulged  out  y* 
in.  on  north,  4  ft.  up,  increasing  to  2  in.  at  27  min.  26  min. — nearly  all  of 
outer  shells  of  outer  tile  spalled  on  west,  6  ft.  to  8  ft.  up;  tie  broken  on  8th 
course.  29  min. — outer  shell  spalled  on  east,  7th  and  8th  courses.  33  min. 
— all  outer  tile,  8th  and  9th  courses,  down  and  part  of  tile  in  7th  course.  35 
min. — inner  tile  bulged  out  2J4  in.  on  west,  7  ft.  up.  36  min. — outer  tile 
loose  on  west  in  llth  and  12th  courses,  held  by  wire.  38  min. — all  outer 
tile  down  on  south  from  3  ft.  to  6  ft.  up,  on  north  from  3  ft.  to  8  ft.  up. 
42  min. — inner  tile  on  south  bulged  out  $4  iR->  5  ft.  up.  1  hr.,  6  min. — inner 
tile  down  on  south,  6  ft.  to  9  ft.  up,  exposing  both  flanges.  1  hr.,  16  min.— 
all  outer  tile  and  parts  of  inner  tile  down  except  for  parts  of  upper  and 
lower  courses.  1  hr.,  23  min. — all  tile  down  on  west,  6  ft.  to  8  ft.  up,  ex- 
posing channel.  1  hr.,  25  min. — maximum  expansion.  1  hr. — slight  center 
deflection  to  north  noted,  increasing  to  2i  in.  at  1  hr.,  31  min.  1  hr.,  33% 
min. — failure  with  buckling  to  north,  maximum  at  7l/2  ft.  above  base,  and 
twisting  about  22° 

After  failure. '  All  but  filling  tile  down  in  middle  six  courses.  Filling 
tile  also  thrown  off  near  middle  of  column.  All  tie  wires  broken  before  or 
at  failure.  (Figs.  72  and  124.) 

Test  No.  60.     Latticed  Angle.    2-in.  Ohio  semi-fire  clay  tile.    Trap  concrete 
fill,  placed  before  tile  was  set 

3  min.  to  18  min. — cracking  of  tile  on  all  sides;  vertical  crack  on  north 
near  west  corner  open  to  %  in.,  3  ft.  to  6  ft.  up.  13  min.  to  18  min. — tics 
broke  on  9th,  6th,  8th,  4th  and  3rd  courses,  in  the  given  order.  18^  min. — 
part  outer  shells  spalled  on  south,  3  ft.  to  6  ft.  up.  26  min. — tile  down  on 
west  from  1  ft.  to  7  ft.  up,  exposing  concrete.  32  min. — tile  bulged  out  2 
in.  on  north,  2  ft.  to  6  ft.  up.  33  man. — tile  down  on  north  from  1  ft.  to  6 
ft.  up.  36  min. — tile  bulged  out  \l/2  in.  on  east,  2  ft.  to  7  ft.  up.  38  min.— 
a  few  cracks  in  tile  in  upper  three  courses.  40  min. — all  tile  down  on  east, 

1  ft.  to  I0y2  ft.  up.    48  min. — tile  down  on  north,  7^4  ft.  to  10^  ft.  up.    1  hr., 

2  min. — tile  down  on  south,  7th  course.     1  hr.,  47  min, — maximum  expansion. 
1  hr.,  58  min. — little  change  during  last  hour.     2  hr.,  7  min.— all  tile  down  on 
south  up  to  bracket.     2  hr.,  13  min.— &  in.  vertical  cracks  in  concrete  half 
way  up  increasing  to  ^  in.  at  2  hr.,  24  min.     2  hr.,  21  min. — center  deflection 
of  Yz  in.  northwest,  increasing  to  ft  in.  at  3  hr.,  7  min.     3  hr.,  9l/2  min. — 
failure  with  local  buckling  4^  ft.  to  5  ft.  above  base. 

After  failure.  Tile  quite  generally  cracked  vertically  through  both 
shells,  transverse  cracks  along  webs  not  general.  Mortar  evidently  did  not 
bond  tile  and  concrete.  Except  at  point  of  failure,  cracks  in  concrete  are 
not  wider  than  &  in.  Concrete  very  crumbly  outside  lattice,  quite  hard 
inside.  (Figs.  72,  125  and  166.) 


156  RESULTS   OF   FIRE   TESTS 

Test  No.  61.     Latticed  Angle.     2-in.  Ohio  semi-fire  clay  tile.     No  filling 

3  min.  to  18  min. — pronounced  cracking  and  bulging  especially  at  middle 
courses;  cracks  mostly  vertical,  opening  to  1%  in  maximum  on  south,  5  ft. 
to  7  ft.  up;  very  little  spalling.  13  min. — ties  broken  on  4th,  6th  and  7th 
courses.  26  min. — both  outer  and  inner  shells  fell  on  northwest  corner. 
4  ft.  up,  for  width  of  about  4  in.  32  min. — similar  spall  on  southeast  corner, 
4  ft.  up.  35  min. — considerable  bulging  of  tile  on  south,  3  ft.  to  4  ft.  up. 

44  min. — cracks  and  bulging  increased  slightly,  none  now  more  than  J4  m- 

45  min. — maximum   expansion.      47   min. — center    deflection    of    l/4    in.    east. 
50J4  min. — failure  with  local  buckling  about  6  ft.  above  base. 

After  failure.  Tile  cracked  transversely  in  some  cases;  greater  number 
cracked  vertically  through  both  faces  without  transverse  web  cracks.  (Figs. 
73  and  125.) 

Test  No.  62.     Round  Cast  Iron.    2-in.  porous  semi-fire  clay  tile,  New  Jersey 

district;  no  filling 

Air  pressure  tanks  shut  off,  load  applied  by. water  pressure  only.  6  min. 
to  20  min. — a  number  of  vertical  cracks  in  tile  and  in  mortar  joints,  opening 
to  maximum  of  J4  in-  at  end  of  this  period.  45  min. — cracks  now  in  40  to 
50  per  cent  of  tile  units,  width  varying  from  fine  to  ^  in.  in  column  proper, 
and  to  l/2  in.  at  bracket.  2  hr. — all  ties  in  place;  cracks  have  opened  up 
slightly.  2  hr.,  25  min. — horizontal  cracks  on  west  between  bracket  courses 
about  fff  in.  wide.  2  hr.,  42  min. — similar  cracks  on  southwest,  l/2  in.  wide. 
3  hr. — maximum  expansion.  3  hr.,  26  min. — horizontal  bracket  cracks  open 
to  1  in.  maximum.  4  hr.,  10  min, — cracks  open  1  in.  at  middle  of  column; 
no  spalling  or  bulging  of  tile.  4  hr. — slight  deflection  to  southeast  noted, 
increasing  to  1^  in.  at  4  hr.,  10  min.  4  hr.,  11^  min. — failure,  column  unable  to 
support  working  load.  4  hr.,  13  min. — load  of  about  75,000  Ib.held.  4hr.,  14  min. 
— tile  fell  on  east;  load  of  about  25,000  Ib.  held.  4  hr.,  1454  min- — gas  snut  off- 
Column  buckled  to  southeast,  maximum  at  8  ft.  above  base. 

After  failure.  Column  did  not  crack  although  metal  buckled  near  sur- 
face on  compression  side  at  failure  point.  Cracks  in  tile  are  generally  ver- 
tical, extending  through  both  shells.  Tie  wires  were  greatly  oxidized  and 
had  little  strength.  (Figs.  73,  126  and  167.) 

Test  No.  63.     Round  Cast  Iron.    2-in.  porous  semi-fire  clay  tile,  New  York 

district.     No  filling 

6  min. — vertical  crack  on  east,  4  ft.  to  5  ft.  up,  &  in.  wide.  8  min.  to 
\\l/2  min.— gas  shut  off  accidentally  during  this  period.  13^  min.  to  23^ 
min.— fine  vertical  cracks  2  ft.  to  6  ft.  long  opening  up  to  1A  in.  maximum. 
32  min. — outer  strell  loose  on  3rd  course,  east  side.  35  min. — cracks  open  to 
l/z  in.  47^  min. — cracks  open  to  %  in.  maximum.  1  hr.,  25  min. — cracks 
opened  but  slightly  during  past  30  min,  1  hr.,  37  min.— some  flaking  of 
outer  shells;  no  spalling.  1  hr.,  55  min. — very  little  change;  tile  above  10 
ft.  up  almost  intact  except  for  a  few  cracks  j£  in.  wide.  2  hr.,  20  min. — 
maximum  expansion.  2  hr.,  23  min. — about  l/z  of  outer  shell  spalled  on  3rd 
course,  east  side.  2  hr.,  24  min.— bulging  on  southeast,  4  ft.  to  6  ft.  up,  with 
spalling  of  parts  of  both  shells  leaving  crack  34  in-  to  2  in.  wide.  2  hr.,  41 
min.— slight  center  deflection  to  north,  increasing  to  1J4  in-  at  2  hr.,  55  min. 
2  hr.,  57^  min.— failure  with  buckling  to  north,  maximum  at  5y2  ft.  above 
base. 

After  failure.  Most  cracks  in  tile  were  vertical,  straight  through  both 
shells.  Tie  wires  greatly  oxidized,  leaving  ik  in.  effective  diameter.  At 
failure  point  S1/^  ft.  up,  cast  iron  was  mushroomed  out  about  1  in.  for  one- 
half  the  circumference  in  a  height  of  2^  in.  Numerous  vertical  cracks  in 
the  iron  formed  in  this  region.  Tension  breaks  extend  for  one  half  of  the 
circumference  on  south,  Zl/2  ft.  above  the  base  and  1^4  ft.  below  the  head. 
The  thickness  of  metal  at  the  center  break  varied  from  ^  in.  to  1^4  in.,  the 
thinnest  metaT  being  on  the  south.  (Figs.  73,  126  and  167.) 


LOG  OF  FIRE  TESTS  157 

Test  No,  76.    Rolled  H.    2-in.  hollow  clay  tile  covered  with  94-in.  layer  of 
gypsum  plaster;  limestone  concrete  fill.     Upper  4  courses,  Ohio 
shale;  middle  4  courses,  Ohio  semi-fire  clay;  lower  4 
courses,  semi-fire  clay,  New  Jersey  district 

1  min.  to  3  min. — outer  coat  of  plaster  peeled  off  and  shattered  at  end 
of  this  period;  vertical  cracks  extending  through  to  tile  in  places.  10^  min 
— inner  coat  of  plaster  fell  on  south  exposing  tile  3  ft.  to  8  ft.  up.  11  min. 
to  32  min. — inner  coat  of  plaster  fell  exposing  about  two-thirds  of  tile  at  21 
minutes;  at  32  min.  about  90  percent  of  plaster  had  fallen  below  bracket 
course;  plaster  still  on  bracket  on  all  four  sides  and  down  to  9  ft.  up  on 
west.  28  min.  to  1  hr.  10  min. — some  spalling  of  outer  shells  and  very 
slight  amount  of  cracking,  mostly  at  corners;  at  end  of  this  period  north- 
east corner  was  spalled,  5  ft.  to  6  ft.  up,  also  on  west,  4  ft.  to  5  ft.  up  and  on 
east,  6  ft.  to  7  ft.  up;  shell  loose  on  north  7  ft.  to  8  ft.  up.  1  hr.,  32  min.— 
several  corners  spalled  in  upper  two-thirds  of  column.  1  hr.,  41  min. — outer 
shell  spalled  on  north  8th  course;  plaster  on  at  bracket  except  on  north 
side.  2  hr.,  30  min. — little  change  during  past  50  min.  except  for  a  few 
spalls  of  outer  shells  in.  upper  half.  3  hr.,  30  min. — no  change  except  outer 
shell  spalled  on  west  9th  course.  3  hr.,  45  min. — maximum  expansion. 
4  hr. — little  change  except  for  a  few  vertical  cracks,  tt  in.  to  l/%  in.,  near 
top;  plaster  still  on  parts  of  bracket.  4  hr.,  18  min. — outer  shell  spalled  on 
east,  9th  course;  no  inner  shells  spalled  before  failure;  no  spalling  of  outer 
shells  on  four  lower  courses.  Deflections  not  measured.  4  hr.,  25^2  min. — . 
failure  with  local  buckling  about  9l/2  ft.  above  base. 

After  failure.  Shale  tile  almost  all  off,  could  not  be  examined;  Ohio 
semi-fire  clay  tile,  quite  shattered,  no  bond  with  mortar  or  fill;  semi-fire 
clay,  New  Jersey  district,  tile  in  fairly  good  condition  except  for  a  number 
of  fine  cracks;  fair  bond  with  fill.  Concrete  fill  full,  no  voids.  Mortar  joints 
on  sides  were  fairly  full.  (Figs.  78,  138  and  46.) 

Test  No.  77.     Plate  and  Angle.     4-in.  hollow  clay  tile  covered  with  54-in. 

layer  of  lime  plaster;  limestone  concrete  fill.    Upper  4  courses,  semi-fire 

clay,  New  Jersey  district;  middle  4  courses,  surface  clay, 

Chicago  district;  lower  4  courses,  surface  clay, 

Boston  district. 

y2  min. — most  of  plaster  spalled  off  exposing  nearly  three-fourths  of 
total  tile  surface.  15  min. — practically  all  of  plaster  down  except  small 
amount  in  places  near  top;  some  outer  shells  of  tile  beginning  to  buckle  in 
middle  courses.  20  min.  to  50  min.. — cracking  and  some  spalling  of  outer 
shells,  mostly  at  corners,  in  mdidle  four  courses;  a  few  cracks  in  lower  4 
courses,  less  than  i%  in  wide.  1  hr.,  10  min. — very  little  change  during  2( 
min.,  though  cracks  opened  slightly;  no  cracks  observed  in  upper  4  courses. 
1  hr.,  35  min. — a  few  fine  cracks  in  upper  4  courses,  not  over  &  in.  1  hr., 
49  min.— a  number  of  horizontal  cracks  in  lower  4  courses  up  to  ^  in.  wide; 
outer  shell  spalled  on  west,  3  ft.  to  4  ft.  up.  2  hr.,  20  min.— horizontal  and 
vertical  cracks  in  lower  4  courses  opening  up  */s  in.  to  t\  in.  Cracks  in 
upper  4  courses  not  opening  up.  3  hr.,  22  min. — a  few  tile  in  lower  courses 
curved  out,  splitting  near  ends;  not  much  change  in  middle  4  courses.  4 
hr. — cracks  in  lower  4  courses  open  &  in.  to  */2  in.;  northeast  corner 
spalled,  2  ft.  to  3  ft.  up;  possible  fusion  3  ft.  up.  4  hr.,  10  min.— maximum 
expansion.  4  hr.,  17  min. — more  spalling  of  outer  shells  in  middle  courses; 
no  inner  shells  spalled.  4  hr.,  20  min.— tile  bulged  out  from  steel  just 
above  middle  on  north  and  south  sides;  very  decided  fusion,  1  ft.  to  3  ft. 
up.  4  hr.,  26  min.— cracks  in  lower  4  courses  open  &  in.  to  y2  in.;  outer 
shell  5th  to  7th  course,  north  side,  spalled;  cracks  in  upper  4  courses  open 
not  over  &  in.  4  hr.,  26  min.— to  4  hr.,  30  min.— considerable  spalling  of 
outer  shells  in  middle  4  courses.  All  inner  shells,  all  courses,  in  place  before 
failure.  Deflections  not  measured.  4  hr.,  42J4  min. — failure  with  buckling 
to  west,  maximum  at  6  ft.  above  base. 


158  RESULTS   OF   FIRE   TESTS 

After  failure.  All  of  upper  four  courses  and  middle  four  courses  of  tile 
down,  examination  not  possible.  Lower  four  courses  much  shattered  Sy 
vertical  and  horizontal  cracks;  incipient  fusion  through  outer  shells  and 
through  webs  where  exposed;  pieces  of  this  tile  bent,  curled  and  discolored. 
Concrete  fills  reentrant  portions  fully.  Appearance  of  steel  indicated  that 
concrete  had  not  fully  filled  space  between  flanges  and  tile.  (Figs.  78,  139 
and  46.) 

(f)  Gypsum  Block  Protections 

Test  No.  64.     Rolled  H.  4-in.  Western  gypsum  block  (solid).     Hollow 

gypsum  block  fill 

10  min. — fine  surface  checks  developing,  about  1/32  in.  wide.     30  min. — 
fine  surface  checks  all  over  faces,  about  J£  in.  apart  both  ways.     48  min.— 
corners  spalled  not  over  J^  in.  by  ^  in.       1  hr. — very  little  change.     1  hr., 
30  min. — surface  checks  about  l/%  in.  wide  by  J^  in.  deep;  a  few  vertical  joints 
opened  not  over  1/32  in.     2  hr.,  30  min. — both  horizontal  and,  vertical  joints 
opened  about  l/%  in.;  motar  joints  project  l/^  in.     2  hr.,  40  min. — block  fell 
from  bracket  on  north  exposing  west  part  of  bracket  steel.     3  hr.,  10  min. — 
to  3  hr.,  25  min. — spalling  on  southwest  and  northeast  corners,  just  below 
middle,  to  2  in.  back.     3  hrs.,  35  min. — surface  checks  Y%  in.  wide  by  y2  in. 
deep;  all  cracks  open  to  about  J4  m-     3  hr.,  45  min. — mortar  joints  through- 
out project  about  l/2  in.     3  hr.,  55  min. — piece  of  block  down  on  southwest 
side  of  bracket;  blocks  on  northeast  and  southeast  sides  of  brackets  stand 
out.     4  hr.,  5  min. — block  down  on  northeast  side  of  bracket,  exposing  rest 
of  bracket  steel.     4  hr.,  10  min. — mortar  joints  project  1/4  in.     Tile  appears 
to  be  about  3  in.  thick.     4  hr,   15   min. — block  down  on  southeast   side   of 
bracket;  both   sides  of  south  bracket  now  exposed;   bracket   steel  glowing 
dull  red.     4  hr.,  20  min. — blocks  on  east  and   west   faces  tilting  out  from 
steel  at  7  ft.  up; 'surface  checks  appear  to  be  about  1  in.  deep.     4  hr.,  30  min.— 
nearly  all  of  block  down  on  west,  6  ft.  to  7  ft.  up;  all  fell  on  east,  from  4 
ft.  up  to  top  of  column,  on  south  from  4  ft.  to  6  ft.  up,  exposing  flange  foi 
5ft.,  also  down  on  north,  10  ft.  to  11  ft.  up.     4  hr.,  32  min. — maximum  ex- 
pansion.   4  hr.,  39  min. — all  blocks  down  on  west  from  1  ft.  up  to  top.    4  hr., 
30  min. — slight  deflection  to  northeast  noted,  increasing  to  ^  in.  at  4  hr., 
41  min.     4  hr.,  43J4  min. — failure  with  buckling  to  east,  maximum  at  5  ft. 
above  base. 

After  failure.  Exposed  column  flange  on  south  greatly  oxidized  during 
test.  Gypsum  blocks  shrunken  to  thickness  of  3J4  in.  to  3J/2  in.  Surface  of 
blocks  checked  into  l/4  in.  squares,  cracks  extending  inward  to  depth  of 
\Y$  m.  to  2  in.  from  surface  on  sides  and  to  Zl/2  at  corners,  the  corner  cracks 
extending  in  diagonally.  Gypsum  in  this  zone  is  brownish  green.  Further  in 
gypsum  is  much  more  crumbly  than  new  material,  showing  that  the  heat  had 
affected  ",t.  (Figs.  74  and  127.) 

Test  No.  65.    Plate  and  Channel.    2-in.  Western  gypsum  block  (solid). 
Solid  gypsum  block  fill 

11  min. — fine  surface  checks  beginning  to  develop.     23  min. — a  few  fine 
cracks  and   slight  corner  spalls;   surface   checks   more   distinct,   forming  in 
l/2  in.  squares.     29  min. — a  few  vertical  joints  open  j%  in.     48  min. — surface 
checks  iV  in.  wide  by  y\  in.  deep,  distinct  throughout  courses;  cracks  J^  in. 
deep;  some  corners  spalled  y2  in.  back,  corners  generally  ragged.     1  hr.,  5 
min. — cracks   in   all   joints  about   •&   in.   wide;    surface   checks    J^   in.   wide. 

1  hr.,  30  min. — shrinking  of  tile  apparent,  mortar  joints  project   •&   in.  to 
%  in.     Cracks  in  joints  now  ^  in.  wide.     1  hr.,  45  min. — block  fell  on  west 
4  ft.  to  5  ft.  up,  exposing  edges  of  flanges.     1   hr.,  49  min. — block  fell  on 
south,  5  ft.  to  6  ft.  up;  mortar  in  joints  projects  out  generally,  %  in-  to  %  in. 

2  hr. — blocks  fell  on  north,  2  ft.  to  6  ft.  up,  steel  still  covered  by  mortar.    2 
hr.,  5  min. — blocks  fell  on  east,  2  ft.  to  6  ft.  up,  on  west  2  ft.  to  5  ft.  up; 
three  top   courses    still   intact.     2   hr.,  9  min. — blocks    down   on   south   and 
west,  5  ft.  to     6  ft.  up.     2   hr.,   10  min. — edges  of  flanges  exposed  where 
blocks  have  fallen  but  steel  plates  are  covered  withsabout  1  in.  of  mortar  in 
all  cases.    2  hr.,  12  min. — block  down  on  west  6  ft.  to  7  ft.  up;  piece  fallen 


LOG  OF  FIRE  TESTS  159 

on  northwest  corner  at  bracket.  2  hr.,  17  min. — mortar  in  joints  projects 
Y%  in.  2  hr.,  20  min. — maximum  expansion.  Mortar  fallen  on  north  ex- 
posing steel;  blocks  down  on  north  and  west  7  ft.  to  8  ft.  up.  2  hr.,  11  min. — 
center  deflection  less  than  ^  in.  2  hr.,  21 1/2  min. — failure  with  local  buck- 
ling about  3  ft.  above  base. 

After  failure.  Blocks  shrunken  to  thickness  of  \y2  in.  to  1^4  in.  Sur- 
faces of  blocks  checked  into  l/4  in.  to  ]/2  in.  squares,  cracks  being  •&  in  to 
%  in.  wide  at  surface  and  y2  in.  to  ft  in.  deep  on  sides;  cracks  at  corners 
extend  in  diagonally  1  in.  to  1}4  in.  Outer  dehydrated  surface  quite  firm 
and  greenish  in  color  in  places;  hardness  extends  to  inner  zone  of  checking 
where  color  changes  from  white  to  brownish.  Gypsum  further  in  is  softer 
than  material  not  exposed  to  fire.  Galvanizing  on  corrugated  sheet  metal 
ties  placed  in  the  joints  was  removed,  otherwise  they  were  not  oxidized  or 
corroded.  (Figs.  74  and  128.) 

Test    No.    66.     Latticed    Channel.     2-in.    Eastern    gypsum   block    (solid). 

Poured  gypsum  filling 

15  min. — fine  surface  checks  beginning  to  develop.  30  min.  to  40  min. — 
surface  checks  more  distinct,  forming  in  ^4-in.  to  1-in.  squares,  mostly  in 
lower  half.  1  hr.,  15  min. — joints  open  to  &  in.  increasing  to  %  in.  at 
1  hr.,  35  min.  1  hr.,  35  min. — mortar  in  joints  projects  fs  in.  2  hr. — surface 
checks  now  cover  whole  surface,  and  are  *4  in.  to  y2  in.  in  depth;  joints  open 
to  y%  in.  maximum.  2  hr.,  5  min. — block  on  east  5l/2  ft.  up  tilting  out  ^ 
in,  at  top.  2  hr.,  14  min. — small  spall  on  southwest  corner  at  bracket,  block 
below  bracket  on  west  tilting  out  at  top.  2  hr.,  15  min. — block  down  on 
east  in  4th  course  exposing  lattice  bars  where  unprotected  by  filling.  2  hrv 
22  min. — block  fell  on  east  8'th  course,  exposing  steel.  2  hr.,  26  min. — blocks 
fell  on  north,  \l/2  ft.  to  Sl/2  ft.  up,  exposing  steel.  2  hr.,  30  min. — block  fell 
on  south,  4th  course  up,  exposing  steel.  2  hr.,  32  min. — maximum  expansion. 
Blocks  fell  on  south  and  west  2nd  course  up.  2  hr.,  33  min. — center  deflec- 
tion less  than  %  in.'  2  hr.,  36  min. — failure  with  local  buckling  about  Zy2  ft. 
above  base  causing  column  to  deflect  to  west. 

After  failure.  Filling  fairly  full,  but  has  some  pockets,  2-in.  deep;  filling 
extends  out  between  lattice  bars  but  not  much  beyond;  very  crumbly  where 
exposed.  Blocks  shrunken  to  thickness  of  1^  in.,  little  change  in  color. 
Surface  checks  are  A  in.  wide  at  surface  and  l/2  in.  to  1/4  in.  deep.  Strips  of 
wire  mesh  in  joints  not  greatly  oxidized.  (Figs.  74  and  128.) 

Test  No.  67.    Rolled  H.    4-in.  Eastern  gypsum  block  (solid).    Poured 

gypsum  filling 

17  min. — fine  surface  checks,  forming  in  1-in.  squares  beginning  to  show. 
34  min.— surface  checks  more  marked,  1/32  in.  to  ^  in.  wide;  checking  most 
pronounced  in  lower  half.  1  hr.,  5  min. — surface  checks  *A  in.  deep  and 
%  in.  to  l/4  in.  wide;  corner  cracks  y2  in.  to  1  in.  deep  and  1  in.  to  2  in.  long 
1  hr.,  20  min. — joints  beginning  to  open  up;  several  horizontal  cracks  1  in. 
deep  across  faces;  surface  checks  now  forming  in  y2  in.  to  24  in.  squares. 
1  hr.,  50  min. — very  little  change;  surface  checks  y*  in.^to  l/2  in.  deep  are 
general.  2  hr.,  10  min. — a  few  mortar  joints  project  T"B  in.  to  l/%  in.  2  hr., 
21  min. — pieces  of  corners  at  bracket  spalled.  2  hr.,  40  min. — joints  open  to 
l/%  in.  Surface  checks  3^  in.  deep  and  l/4  in.  wide.  3  hr.,  45  min. — mortar 
in  joints  projects  J4  in.,  vertical  joints  open  to  %  in.,  little  change  in  surface 
checks.  4  hr.,  40  min. — mortar  projects  to  l/2  in.,  otherwise  little  change. 

4  hr.,  52  min. — top  of  block  tilts  out  in  1  in.  on  north  Sy2  ft.  up.    -4  hr.,  54 
min. — blocks  fell  on  south  3rd  and  4th  courses,  mortar  still  covers  steel  quite 
generally;  piece  of  block  4  in.  wide  also  down  at^  southwest  corner  in  ^5th 
course;   joints   near   top  open   A    in.     5   hr.,   1   min. — maximum   expansion. 

5  hr.,  5  min. — blocks  next  to  those  fallen  tilt  away  from  steel;  steel  now  ex- 
posed on  south  3  ft.  to  4  ft.  up.     5  hr.,  7  min. —  blocks  down  on  west  3rd 
to  6th  course  exposing  filling  and  flange  edges.     5  hr.,  13  min. — block  fell 
on  west  2nd  course;  west  edge  of  flange  exposed  4  ft.  to  6  ft.  up;  little 
change  after  this  until   failure.     5  hr.,   31^   min.— failure   with  local  buck- 
ling about  4  ft.  above  base. 


160  RESULTS    OF   FIRE   TESTS 

After  failure.  Fill  fairly  full  but  has  some  pockets  2  in.  deep;  mortar 
where  still  in  place,  covers  flanges  ^  in.  to  1  in.  Steel  fluxed  for  30  in. 
length  near  point  of  failure;  edges  of  flanges  attacked  where  exposed,  un- 
affected where  not  exposed;  strips  of  wire  mesh  oxidized  through  where 
they  had  been  exposed  to  the  fire.  Blocks  shrunken  to  thickness  of  3^  in. 
to  3^  in.  Surface  check  cracks  formed  in  y$  in.  to  l/2  in.  squares,  cracks 
T^  in.  to  tk  in.  wide  at  surface  and  generally  2  in.  deep,  although  some  ex- 
tend completely  through  blocks;  radial  cracks  at  corners  2J4  m-  deep.  Block 
colored  brownish  yellow  in  outer  1  in.,  further  in  stained  dark  from  oxidiza- 
tion of  wood  fibre.  (Figs.  75  and  129.) 

Test  No.  67  A.     Rolled  H.    4-in.  Eastern  gypsum  block  (solid).     Poured 

gypsum  filling 

15  min.— fine  surface  checks  beginning  to  show;  fine  cracks  on  ends  of 
blocks.  45  min. — surface  checks  forming  in  ^  in.  to  1  in.  squares,  most  pro- 
nounced on  west  1  hr.,  30  min. — vertical  joints  opening  slightly.  2  hr. — 
cracks  in  both  vertical  and  horizontal  joints  opening  up  perceptibly;  surface 
checks  Y±  in.  deep.  3  hr. — vertical  joints  near  middle  of  column  open  to 
YA,  in.  3  hr.,  30  min. — all  joints  open  from  ]/%  to  Y±  in.  Mortar  joints  project 
Y$  in.  Minor  spalling  from  corners.  4  hr. — all  blocks  have  shrunk  consid- 
erably; joints  open  Y%  in.  to  *4  in.  4  hr.,  30  min. — small  pieces  spalling  from 
corners;  larger  piece  fallen  from  northwest  corner,  7  ft.  up.  5  hr.,  15  min. — 
edge  of  bracket  steel  exposed  on  south  side.  5  hr.,  15  min.  to  5  hr.,  45  min  — 
considerable  spalling  at  corners.  5  hr.,  45  min. — maximum  expansion.  5  hr., 
56  min. — blocks  fell  on  north  in  2nd  and  3rd  courses,  and  on  west  2nd  course; 
steel  exposed.  6  hr.,  14  min. — blocks  now  down  on  north  from  bottom  to 
5^  ft.  up.  6  hr.,  20  min. — blocks  down  on  east  2nd  course  and  on  south- 
3rd  course.  6  hr.,  21  min. — block  down  on  west  7th  course.  6  hr.,  10  min. — 
slight  deflection  to  southwest  increasing  to  Y±  in.  at  6  hr.,  16  min.  6  hr., 
24^2  min. — failure  with  buckling  to  south,  maximum  at  4^4  ft.  above  base. 

After  failure.  Filling  fairly  full.  Column  flange  on  north  greatly  oxid- 
ized for  3  ft.  near  point  of  failure.  Blocks  shrunken  to  thickness  of  3^  in.  to 
3^  in.,  gypsum  very  crumbly.  Surface  checks  Y^  in.  wide,  extend  in  to 
depth  of  2%  in.  (Figs.  75  and  130.) 

(g)  Brick  Protections 

Test  No.  68.     Rolled  H.    2%-in.  Chicago  common  brick  laid  on  edge. 

Brick  fill 

13  min.— a  number  of  irVin.  cracks  in  joints.  15  min. — some  cracking 
and  spalling  at  corners.  16  min.  to  18  min. — several  vertical  cracks  devel- 
oping in  middle  sections,  one  on  north  face  ^  in.  wide,  2  ft.  long.  23  min. — 
brick  fell  on  east  from  3^2  ft.  to  8^  ft.  up,  exposing  north  flange  to  depths 
of  from  1  in.  to  3  in.  back  from  edge.  26  min. — brick  fell  on  west,  4  ft.  to 
^Yz  ft.  up  exposing  south  flange  for  width  of  1  in.,  bricks  bulged  out  Y^  in. 
from  flanges  on  north  and  south  in  this  region  increasing  to  y2  in.  at  36 
min.  36  min. — brick  in  upper  third  cracked  somewhat;  brick  almost  intact 
up  to  3y2  ft.  above  base.  1  hr.,  4  min. — very  little  change,  bulging  in  middle 
slightly  increased  1  hr.,  10  min. — maximum  expansion.  1  hr.,  20  min. — 
slight  deflection  to  southeast  noted,  increasing  to  Y^  in.  at  1  hr.,  37  min.  1 
hr.,  40^4  min.— failure  with  local  buckling  6^  ft.  to  8  ft.  above  base. 

After  failure.     Brick  soft  and  crumbly  and  cracks  readily.     Mortar  joints 
apparently  quite  full.     (Figs.  76,  118  and  166.) 
Test  No:  69.     Rolled  H.     3^-in.  Chicago  common  brick  laid  flat.  Brick  fill. 

First  Test — Trouble  with  one  gas  burner  developed  soon  after  start  of 
test  and  gas  was  shut  off  at  37^4  rnin.  Test  postponed  for  two  days.  Column  ob- 
served after  test  was  discontinued.  One-half  to  two-thirds  of  brick  cracked 
through  vertically  in  one  or  more  places,  cracks  from  very  fine  to  3s  in. 
wide.  Slight  flaking  and  spalling  of  corners  noted.  Temperature  of  steel 
at  end  of  test  45°  C.,  attaining  a  maximum  of  140°  C.,  3  hr.,  20  min.  later. 

Second  Test — 1  hr.,  30  min. — slight  flaking,  no  spalling;  .cracks  devel- 
oped in  first  test  not  opening  up.  3  hr.,  30  min. — no  cracks  over  0%  in.,  brick 
flaking  off  at  corners.  3  hr.,  47  min. — cracks  are  vertical  and  generally 


LOG  OF  FIRE  TESTS  161 

very  fine,  maximum  &  in.  and  not  more  than  2  ft.  in  length.  4  hr.,  16  min. — 
very  little  change,  cracks  open  to  J^-in.  maximum;  no  fusion.  4  hr.,  52 
min.— decided  fusion  in  lower  3  ft.  only.  5  hr.,  20  min. — maximum  ex- 
pansion. 5  hr.,  38  min. — fusion  extended  up  to  6  ft.,  fused  brick  run  down  to 
base  at  corners.  6  hr.,  10  min.— fusion  up  to  10  ft.  above  base.  6  hr., 
27  min. — fushion  extends  up  to  11  ft.  above  base.  No  spalling,  except  sur- 
face flaking,  occurred  before  failure.  6  hr. — slight  center  deflection  to  west 
noted,  increasing  to  %  in.  at  7  hr.,  11  min.  7  hr.,  13%  min. — failure  with 
buckling  to  west,  maximum  at  5%  ft.  above  base. 

After  failure— Fusion  at  bottom  fluxed  away  about  */2  in.  of  brick. 
Brick  at  bracket  had  just  beg.un  to  fuse.  (Figs.  76,  131  and  168.) 

(h)  Reinforced  Concrete  Columns 
Test  No.   70.     Square   Vertically   Reinforced.     Limestone   Concrete 

16  min. — corners  of  column  glowing  slightly  in  lower  3  ft.  34  min. — col- 
umn luminous  entire  length;  slight  flaking  on  corners  near  bottom.  1  hr., 
11  min.— fine  vertical  crack  on  east,  2  ft.  to  3  ft.  up.  1  hr.,  28  min. — similar 
crack  6  in.  long,  1  ft.  from  base.  3  hr.,  2  min. — similar  crack  on  east,  12  in. 
long  near  middle  of  column.  5  hr. — maximum  expansion.  6  hr.,  39  min. — 
fine  vertical  cracks  with  ends  running  horizontally  to  corners  appeared  on 
various  faces.  7  hr.,  50  min. — cracks  on  east  opening  slightly;  also  a  few 
additional  fine  cracks.  8  hr. — column  still  supporting  working  load  with 
no  apparent  change;  no  spalling.  8-  hr.,  1  min. — load  increased  with  fire 
going  until  failure  occurred  under  294,000  Ib.  about  11  ft.  above  base,  at  8 
hr.,  40%  min. 

After  failure.  Concrete  near  outside  calcined  but  had  hard  surface  due 
to  partial  fusion  of  the  sand  in  the  concrete.  (Figs.  76  and  132.) 

Test  No.  71.    Square  Vertically  Reinforced.    Trap  Concrete. 

20  min. — column  glowing  entire  length.  2  hr,,  40  min. — maximum  ex- 
pansion. 3  hr. — fine  vertical  cracks  on  east  and  west  near  bottom.  3  hr., 
10  min. — slight  flaking  at  corners  near  middle.  4  hr.,  10  min. — the  fine 
cracks  on  east  and  west  faces  extending  in  length.  4  hr.,  40  min. — several 
additional  fine  cracks  on  east  and  west  faces,  4  in.  to  24  in.  long.  Very  little 
change  before  failure;  no  spalling.  5  hr. — slight  deflection  to  north  noted, 
increasing  to  54  m-  at  7  hr.,  22  min.  7  hr.,  22^4  min. — failure  by  compression 
about  5  ft.  above  base,  reinforcing  bars  buckling  outward. 

After  failure.  Concrete  fused  to  average  depth  of  1  in.  up  to  7*/2  ft. 
above  base;  incipient  fusion  from  7^  ft.  to  9  ft.  up;  no  fusion  above.  Con- 
crete dry  and  loose  in  texture  at  top.  Bar£  apparently  straight  except  where 
buckled  at  point  of  failure.  Concrete  cracked  at  bars  at  some  points  but  in 
general  its  condition  at  the  corners  was  about  the  same  as  at  the  middle  of 
the  sides.  (Figs.  77,  133  and  169.) 

Test   No.   72.    Round   Vertically  Reinforced.    Limestone   Concrete. 

20  min. — slight  surface  flaking.  1  hr. — column  glowing  entire  length. 
5  hr. — maximum  expansion.  5  hr.,  26  min. — no  spalling  or  cracking  noted. 

7  hr.,  55  min. — a  few  cracks  noted  on  east  and  west  faces  &  in.  to  Y&  in. 
wide  and  3  in.  to  10  in.  long  as  follows:     on  east  at  3  ft.  and  8  ft.  up,  on 
west  at  2  ft.  and  6  ft.  up  and  at  bracket.     8  hr. — column   still   supporting 
working  load  with  no  apparent  change;  no  spalling  and  but  few  cracks  as 
noted;   deflection  less   than   ^    in-      8  hr.  2  min. — load   increased  with   fire 
going  until   failure   occurred  under  250,000  Ib.,   about  6  ft.  above  base,  at 

8  hr.,  4l/2  min.,  reinforcing  rods  buckling  outward. 

After  failure.  Surface  hard  immediately  after  test  due  to  partial  fusion 
of  sand.  A  few  days  after  test  concrete  flaked  off  to  depth  of  1  in.  due  to 
calcination  of  limestone. (Figs.  77,  134  and  170.) 

Test  No.  73.     Round  Vertically  Reinforced.    Trap  Concrete. 

19  min. — piece  of  concrete  about  8  in.  wide  and  y2  in.  deep  spalled  on 
west  2  ft.  above  base.  No  cracking  or  other  spalling  noted  before  failure. 
Furnace  gases  very  heavy  making  observation  difficult;  deflection  not  meas- 
ured. 4  hr.,  10  min. — maximum  expansion.  7  hr.,  57^  min. — failure  at 


162  RESULTS   OF   FIRE   TESTS 

2  ft.  to  4  ft.  up,  concrete  crushing  and  shearing  on  inclined  planes,  reinforc- 
ing bars  buckling  outward. 

After  failure.  Concrete  fused  to  depth  of  1  in.  at  break,  fusion  being 
more  decided  in  lower  half  than  in  upper  half.  Little  or  no  concrete  had 
run.  A  large  number  of  fine  vertical  and  horizontal  cracks  present  more 
or  less  over  whole  surface  of  column.  (Figs.  77  and  135.) 

Test  No  74.    Hooped  Reinforced.    Limestone  Concrete. 

40  min. — no  spalling  or  cracking  noted.  53  min. — two  fine  cracks  3  in. 
long,  on  west,  $l/2  ft.  up,  opening  to  &  in.  wide  and  10  in.  long  at  2  hr., 
36  min.  5  hr.,  50  min. — maximum  expansion.  6  hr.,  50  min. — several  cracks 
%  m-  wide  and  about  8  in.  long  at  2y2  ft.  up  and  one  crack  $s  in.  wide 
and  8  in.  long  on  east,  Sl/2  ft.  up;  no  cracks  above.  8  hr.— column  still  sup- 
porting working  load  with  no  apparent  change;  no  spalling;  deflection  less 
than  y%  in.  8  hr.,  5  min. — load  increased  with  fire  going  until  failure  oc- 
curred under  243,000  Ib.  about  3  ft.  above  base,  at  8  hr.,  &/2  min. 

After  failure.  Eight  breaks  in  spiral  reinforcement  occurred  near  fail- 
ure point.  Vertical  bars  buckled  out  3  in.  Concrete  spalled  outside  of 
spiral  2  ft.  to  4  ft.  up.  Otherwise  no  plane  of  cleavage  at  spiral.  (Figs. 
77,  136  and  171.) 

Test  No.  75.    Hooped  Reinforced.    Trap  Concrete. 
Test.     Gas  shut  off  after  30  min.  to  repair  burner  and  test  post- 
poned till  next  day.     Column  apparently  not  affected. 

Second  Test.  36  min. — column  glowing  dull  red  for  full  length.  40 
min. — fine  vertical  crack,  4  in.  long,  on  southeast  5l/2  ft.  up,  increasing  to 
12  in.  long  at  1  hr.,  45  min.  1  hr  to  2  hr. — some  six  or  eight  fine  cracks, 
2  in.  to  12  in.  long  noted  in  lower  half.  2  hr.,  20  min. — all  cracks  opening 
slightly.  3  hr. — many  very  fine  cracks  on  all  surfaces.  4  hr.,  50  min. — maxi- 
mum expansion.  6  hr.,  25  min. — cracks  opened  somewhat;  observation  difficult. 
8  hr. — column  still  supporting  working  load  with  little  apparent  change;  no 
spalling.  Deflection  at  8  hr.,  less  than  ^  in.  8  hr.,  \l/2  min. — load  increased 
with  fire  going,  failure  occurring  under  load  of  163,000  Ib.  about  3  ft.  above 
base  at  8  hr.,  1^4  min. 

After  failure.  Concrete  fused  to  a  depth  of  \l/2  in.  up  to  IT  ft.  above 
base;  concrete  fluxed  off  to  depth  of  1  in.,  7  ft.  to  9  ft.  above  base.  No 
fusion  in  upper  \l/2  ft.  due  to  excess  of  mortar  near  surface.  Failure  ap- 
parently due  to  yielding  of  spiral  .although  no  break  in  it  occurred.  Ver- 
tical bars  buckled  out  1  in.  at  failure  point.  Concrete  outside  of  spiral, 
shells  off  readily.  (Figs.  77  and  137.) 

Note:  For  tests  Nos.  76  and  77,  see  under  par.  (e)  above,  Hollow  Clay 
Tile  Protections,  after  Test  No.  63. 

(i)  Timber  Columns 

Test  No.  78.    Longleaf  Pine  With  Cast  Iron  Cap  and  Pintle.    Protected  by 

1-in.  Layer  of  Portland  Cement  Plaster  on  Metal  Lath. 
5  min.  to  8  min. — vertical  cracks  in  lower  half  near  northwest  and 
southeast  corners  opening  to  ^  in.  and  3  ft.  to  5  ft.  long.  9  min. — vertical 
crack  at  northeast  corner  at  bracket  •&  in.  wide,  12  in.  long.  11  min.  to  40 
min. — finish  coat  bulging  out  and  spalling  in  lower  half  on  north  and  south 
sides.  16  min. — crack  at  bracket  on  west,  y%  in.  by  8  in.  20  min. — crack 
at  pintle,  northeast  corner  open  %  in.  44  min. — ^-in.  vertical  crack  near 
northeast  corner  \y2  ft.  to  6y2  ft.  up.  52  min. — lath  and  supporting  channel 
buckle  out  \y2  in.  on  south  side  at  west  corner,  4  ft.  up.  55  min. — cracks  at 
bracket  on  northwest  corner  open  l/&  in.,  on  southwest  corner  J4  in-  57  min. 
— spurts  of  flame  issue  at  southwest  corner  where  lath  buckled  out.  58 
min. — crack  at  bracket  on  northeast  corner  open  f£  in.,  on  southeast  open 
^s  in.  1  hr.,  13  min. — flames  issue  from  cracks  at  bracket  on  west;  flames 
free  and  full  at  southwest  corner,  4  ft.  up.  1  hr.,  21  min. — plaster  spalled 
to  lath,  8  in.  by  12  in.,  on  west,  2y2  ft.  up;  flames  issue  at  this  point.  1  hr., 
24  min. — flames  issue  from  crack  at  bracket  on  northeast  corner.  1  hr.,  57 
min. — head  of  column  going  down  quite  rapidly;  column  cap  apparently 
level;  crack  noted  in  plaster  at  base  of  cap.  1  hr.,  58  min. — plaster  spalled 


LOG  OF  FIRE  TESTS  163 

to  lath,  12  in.  by  12  in  on  east,  2  ft.  up.     2  hr.,  6  min. — cap  still  level.     2  hr.f 

8  min.— little  change  in  plaster  during  past  50  min.  except  as  noted.     .  2  hr., 

9  min. — small  piece  of  plaster  spalled  on  northwest  corner,  at  lower  part  of 
bracket.     Settlement  of  top   of  column   due   to  heating  of  cap   &   in.  at  1 
hr.,  10,  min.,  %  in.  at  1  hr.,  50  min.,  1%  in.  at  2  hr.  and  31A  in.  at  2  hr.,  15 
min.      (See   Fig.   47).      2   hr.,    15^4    mm. — failure,   due   to    cracking   of   cap. 
2  hr.,  17  min. — water  applied  to  column   extinguishing  flames  at  2  hr.,  21 
min. 

After  failure.  Cap  broken  into  three  pieces  by  two  transverse  cracks 
across  middle  portion.  A  2  in.  by  2  in.  by  J$  in.  chip  broke  off  bottom  edge 
of  pintle  on  north.  Beam  ends  charred  to  depth  of  1  in.  on  sides  and  ends; 
inner  surface  surrounding  pintle  scarcely  charred.  Sides  of  column  charred 
to  depth  of  1J4  in.  in  lower  two  thirds  and  to  about  1  in.  ^  towards  top, 
minimum  section  of  unburned  wood,  about  8  in.  by  8  in.;  vertical  cracks  on 
sides  extend  inward  not  over  y2  in.  Top  bearing  surface  of  column  not 
charred  except  for  %  in.  at  top  edges  but  was  crushed  and  frayed,  the  fibres 
being  bent  out  over  3  in.  beyond  sound  wood  at  the  sides,  and  pushed  up 
2  in.  to  3  in.  into  cracks  in  cap:  A  piece  was  sawed  from  southwest  corner 
of  top  and  fibers  were  found  to  have  been  crushed  and  turned  over  for  a 
depth  of  134  in.  below  surface.  Wood  crushed  down  on  northwest  corner 
2  in.  more  than  on  south  side  of  bearing  surface  due  to  pintle  bearing  on 
this  side  and  transmitting  the  blow  from  ram  at  failure.  Length  of  column 
below  cap  before  test,  11  ft.  134  in.;  average  after  test,  10  ft.  9  in.,  decrease 
in  length  4?4  in.  (Figs.  79,  140  and  47.) 

Test  No.  79.     Longleaf  pine  with  cast  iron  cap  and  pintle.     Unprotected. 

2  min. — surface  of  column  blazing  in  lower  3  ft.  3  min. — fine  horizontal 
checks  due  to  charring  appeared.  9  min. — column  flaming  all  over.  11  min. — 
three  or  four  vertical  cracks  beginning  to  show  near  middle  of  each  side, 
$r  in.  wide.  18  min.  to  23  min. — horizontal  cracks  showing  in  beam  ends 
at  top  increasing  to  Y2  in.  at  32  min.  27  min. — horizontal  checks  &  in.  wide 
and  \y2  in.  apart  quite  general.  30  min. — lazy  reddish  flames  from  combus- 
tion of  wood  envelop  whole  column.  32  min. — vertical  cracks  in  charred 
column  generally  3/£  in.  wide.  42  min. — head  of  column  going  down  fast 
but  no  visible  sign  of  distress.  44  min. — vertical  cracks  $£  in.  wide;  hori- 
zontal checks  */4  in.  wide.  Settlement  of  head  of  column  due  to  heating  of 
cap  iV  in.  at  25  min.,  \Y%  in.  at  40  min.  and  3iV  in.  at  46  min.  (See  Fig.  47). 
50  min. — failure,  due  to  cracking  of  cap. 

After  failure.  Cap  broken  into  two  pieces,  cracking  transversely  at 
center.  Pintle  intact  except  for  slight  rounding  of  lower  bearing  surface. 
Beam  ends  charred  to  depth  of  iy2  in.  on  sides  and  ends;  inner  surface  sur- 
rounding pintle  barely  scorched.  Sides  of  column  charred  to  depth  of  154 
in.;  minimum  section  of  unburned  wood  834  in.  by  8%  in.  Vertical  cracks 
on  sides  extend  inward  to  a  depth  of  34  in.  below  sound  wood.  Column 
split  in  two  in  upper  3  ft.  due  to  end  of  pintle  being  forced  down  through 
cap  into  top  of  column  at  failure.  Top  bearing  surface  very  little  charred 
but  fibers  crushed  and  broomed,  forced  outward  3  in.  bevond  sides,  also 
down  into  crack  in  column  and  up  into  crack  in  cap.  Fibers  tough  and 
ropy  and  bent  over  "for  a  length  of  3  in.  Length  of  column  before  test, 
11  ft.  1  7/16  in.;  average  after  test,  10  ft.  7  7/16  in.;  decrease  in  length,  6  in. 
(Figs.  80,  140  and  47.) 

Test  No.  80.     Longleaf  Pine  With  Steel  Plate  Cap  and  Timber  Strut  Bear- 
ing.   Column  and  Cap  Protected  by  One  Thickness  of  ^-in. 

Gypsum  Wall  Board. 

1  min. — kalsomine  burned  off  showing  filler  in  joints  and  nailing.  5 
min. — paper  on  outer  surface  of  wall  board  charring  and  flaking,  about  one 
half  off  at  7  min.  15  min. — about  two  thirds  of  outer  paper  now  off;  no 
curling  of  wall  board.  16  min.  to  18  min. — cracks  noted  near  corners  at 
bracket  on  east  and  west  sides,  up  to  ^  in.  wide,  extending  and  increasing 
to  J4  in-  on  west  at  26  min.  19  min.  to  25  min. — horizontal  cracks  developed 
on  north,  south  and  west  faces  from  1  ft.  to  4  ft.  up;  wood  burning  freely 


164  RESULTS    OF   FIRE   TESTS 

at  cracks,  also  a  little  along  corners.  27  min. — corner  beading  buckled  out  at 
several  places,  corners  burning  freely  up  to  7  ft.  above  base  and  to  top  at 
40  miri.  31  min. — cracks  and  free  burning  of  wood  on  east  face  to  9y2  ft. 
up.  32  min. — about  two-thirds  of  wall  board  on  west  side  of  cap  fell,  ex- 
posing steel.  35  min. — board  fell  at  cap  on  east  exposing  all  of  steel.  37 
min. — board  in  lower  half  buckled  out  at  corners;  horizontal  cracks  about 
18  in.  on  centers  on  all  sides  with  free  burning  of  wood.  41  min.  to  54  min.— 
board  fell  off  in  places  exposing  wood;  at  end  of  this  period  wood  was 
exposed  on  north  at  4  ft.  up,  on  east  2  ft.  to  8  ft.  up,  and  on  south  2  ft.  to 
10  ft.  up;  board  remaining  in  place,  much  shattered.  1  hr.,  3  min. — con- 
tinued cracking  and  falling  of  board;  steel  cap  slanting  slightly  to  north. 
1  hr.,  6  min. — all  board  down  on  north  2  ft.  to  4  ft.  and  7  ft.  to  8  ft.  up;  on 
west  from  4  ft.  up  to  top.  1  hr.,  10  min. — cap  tilted,  south  edge  dropped 
\l/2  in.  Settlement  of  top  of  column  due  to  heating  of  cap  &  in.  at  15  min., 
l/2  in.  at  40  min.  and  27/%  in.  at  1  hr.,  10  min.  1  hr.,  13  min. — failure  by  tilt- 
ing of  cap,  and  slipping  of  same  on  top  bearing  strut,  column  and  cap  be- 
ing carried  to  north. 

After  failure.  Side  plates  of  cap  bent,  also  inner  bolt  on  south  side; 
bearing  plate  dished  up  1  in.  at  middle.  Strut  did  not  slip  and  its  upper 
bearing  surface  was  uninjured;  sides  of  strut  charred  to  depth  of  l/2  in., 
lower  bearing  surface  of  strut  charred  about  Y^  in.  on  edges,  brown  over 
rest  of  area.  Fibers  crushed  and  bent  over  \]/2  in.  to  3  in.  Strut  cracked 
by  longitudinal  shearing.  Sides  of  column  charred  to  depth  of  1  in.  to  1^4 
in.;  minimum  section  of  unburned  wood,  9^  in.  by  8-^4  in.;  vertical  cracks 
burnt  in  24  m-  to  1  m-  deeper.  Top  bearing  surface  of  column  charred  only 
at  edges;  surface  convex,  middle  being  about  $i  in.  higher  than  edge;  fibers 
crushed  and  bent  over  to  south  for  depth  of  about  Y2  in.;  bearing  surface 
smooth  and  hard.  Length  before  test,  12  ft.  2  in.;  average  after  test.  12  ft. 
1  in.;  decrease  in  length,  1  in.  (Figs.  81,  141  and  47.) 

Test  No.  81.     Longleaf  Pine  With  Steel  Plate  Cap  and  Timber  Strut'  Bearing. 

Unprotected. 

2  min. — surface  of  column  blazing,  lower  3  ft.  6  min. — column  burning 
freely  on  south  and  west,  lower  half.     5  min. — a  few  vertical   cracks  near 
middle.     8  min. — column  charred;  irregular  surface  checks  &  in.  wide,  quite 
general.     16  min. — several  vertical  cracks'  ^  in.  wide  on  all  sides.     19  min. — 
gases  heavy  making  observation  difficult.     32  min. — color  noted  in  cap.     34 
min. — all   cracks  about   ^  in.   wide.     Settlement  of   top  of  column   due   to 
heating  of  cap  -&  in.  at  20  min.  increasing  to  it  in.  at  30  min.,  and  It's  in. 
at  34  min.    35  min. — failure  due  to  top  of  column  sliding  to  south  and  west: 
fire  kept  burning  until  43^  min.  as  it  was  not  possible  to  ascertain  definitely 
if  failure   had   taken   place   owing   to   heavy   smoke;    column    yielded    quite 
gradually,  only  slight  report  heard   at   failure.     45  min. — water   applied  to 
column  extinguishing  flames  completely  at  55  min. 

After  failure.  Upper  part  of  side  plates  of  cap  bent  forward  toward  the  east; 
bearing  plate  dished  up  ^  in.  at  middle.  Strut  did  not  slip  and  its  upper 
bearing  surface  was  uninjured;  lower  bearing  surface  of  strut  charred  to 
depth  of  %  in.  and  fibers  crushed  and  bent  over  to  depth  of  */2  in.  to  1  in.; 
strut  split  by  longitudinal  shearing.  Sides  of  column  charred  to  depth  of 
1-rV  in.;  minimum  section  of  unburned  wood  9  in.  by  9  in.  Top  bearing 
surface  of  column  charred  not  deeper  than  y%  in.  except  at  edges;  fibers 
crushed  and  bent  over  to  north  for  a  depth  of  about  y2  in.  Length  before 
test,  12  ft.  2  in.;  average  after  test,  12  ft.  114  in.;  decrease  in  length,  7^  in. 
(Figs.  81,  141  and  47.) 

Test  No.  82.    Douglas  Fir  With  Cast  Iron  Cap  and  Pintle.    Unprotected. 

3  min. — surface  of   column   blazing  in    lower  3   ft.;    horizontal    surface 
checks  due  to  charring,  \y2  in.  on  centers.     10  min. — column  blazing  freely 
all  over;   several  vertical   checks  on  all   sides,  <  T^   in.  wide,   small  pieces   of 
charcoal  falling.     14  min.— horizontal  checks  &  in.  wide.     24  min. — horizontal 
and  vertical  checks  about  ^  in  wide.     25  min. — column  flaming  all  over  but 
not  so  freely  as  pine   columns   at  this   stage.     36  min. — pieces    of  charcoal 
falling  off  under  cap  indicating  rapid  dropping  of  head  of  column.    38  min. — 


LOG  OF  FIRE  TESTS  165 

cap  nearly  level,  no  color.  41  min. — buckling  under  cap  more  pronounced; 
noise  heard  at  bearing.  A2l/2  min. — cap  still  nearly  level.  44  min. — wood 
fibers  under  cap  appear  to  crush  and  buckle  out.  Settlement  of  top  of  col- 
umn due  to  heating  of  cap  &  in.  at  15  min.,  1  in.  at  30  min.,  3^in.  at  41 
min.,  and  5J/&  in.  at  45  min.  45^4  min. — failure  due  to  cracking  of  cap. 

After  failure.  Cap  broken  transversely  into  two  pieces.  Small  pieces 
chipped  from  outer  edge  of  pintle  on  southwest  at  bottom;  otherwise  pintle 
uninjured.  Beam  ends  charred  on  sides  and  ends  to  maximum  depth  of  1 
in.;  inner  surface  of  wood  surrounding  pintle  very  slightly  charred  in  places. 
Sides  of  column  charred  to  depth  of  l^s  in.;  minimum  section  of  unburned 
wood,  9J/2  in.  by  9^  in.;  vertical  cracks  did  not  extend  into  uncharred  wood. 
Top  bearing  surface  of  column  charred  not  more  than  %  in.  deep  but  was 
broomed  and  crushed,  fibers  bent  out  beyond  sides  of  column,  also  pushed  up 
3  in.  into  crack  in  cap.  A  piece  cut  out  of  southwest  corner  showed  fibers 
crushed  and  turned  over  3  in  to  3%  in.  below  bearing  surface;  fibers  tough, 
hardly  scorched.  Length  before  test,  11  ft,  1-M*  in.;  average  after  test,  10 
ft.  6  in.;  decrease  in  length,  ?s/8  in.  (Figs.  82,  140  and  47.) 

Test  No.  83.     Douglas  Fir  With  Steel  Plate  Cap  and  Timber  Strut  Bearing. 

Unprotected. 

2y2  min. — surface  of  column  blazing  lower  half;  top  just  beginning  to 
burn.  2  min.  to  4  min. — crackling  noises  heard.  5  min. — column  blazing  all 
over.  15  min. — very  little  blazing,  hardly  any  crackling,  secondary  air  gate 
found  shut;  opened.  18  min. — horizontal  surface  checks  %  in.  wide,  1  in. 
on  centers;  2  to  4  vertical  cracks  on  each  side  not  over  ^  in.  wide.  24 
min. — column  again  burning  freely.  31  min. — horizontal  checks  l/4  in.  wide. 
37  min.  vertical  cracks  up  to  &  in  wide;  very  little  crackling.  38  min. — cap 
tilted,  south  edge  dropped  \l/2  in.  Settlement  of  top  of  column  due  to  heat- 
ing of  cap  T^  in.  at  14  min.,  1^  in.  at  30  min.,  and  2  9/16  in.  at  38  min. 
38^  min. — failure  due  top  of  column  sliding  to  north  carrying  cap  with  it. 
40^  min. — water  applied  to  column  extinguishing  flames  completely  at 
45^  min. 

After  failure.  Side  plates  of  cap  bent  outward  at  top,  also  inner  bolt 
on  north  bent  out;  bearing  plate  dished  up  1  in.  at  middle  in  longitudinal 
direction.  Strut  did  not  slip  and  its  upper  bearing  surface  was  uninjured; 
lower  bearing  surface  of  strut  charred  to  depth  of  ^  in.  and  fibers  crushed 
and  bent  over  to  north  maximum  of  1  in.  on  north  side.  Sides  of  column 
charred  to  depth  of  15/16  in.;  minimum  section  of  unburned  wood  9l/2  in. 
by  9l/2  in.;  top  of  bearing  surface  of  column  very  little  charred  but  discolor- 
ed to  depth  of  1  in.;  surface  convex,  rounded  over  from  Y2  in.  to  1  in.  at 
edges;  fibers  crushed  and  bent  over,  mostly  on  east  and  west  sides;  wood 
quite  soft  to  a  depth  of  l/4  in.  Length  before  test  11  ft.  2  in.;  average  after 
test,  11  ft.  \y^  in.;  decrease  in  length,  %  in.  (Figs.  82,  141  and  47.) 


XL     RESULTS  OF  FIRE  AND  WATER  TESTS. 

1.    APPLIED  LOADS,  DURATION  AND  EFFECT  OF 
FIRE  AND  WATER 

In  the  fire  and  water  test,  the  column  was  subjected  to  working 
load,  and  to  fire  for  a  predetermined  period  not  exceeding  one 
hour,  after  which  a  hose  stream  was  applied  to  three  sides.  On 
cooling,  the  column  was  either  loaded  to  failure  or  subjected  to 
an  excess  load  equal  -to  about  twice  the  load  sustained  during  the 
fire  and  water  periods. 

A  general  summary  of  applied  loads,  duration  and  relative  in- 
tensity of  fire  exposure,  duration  and  pressure  of  hose  stream  ap- 
plication, and  the  general  effects  of  fire  and  water  are  given  in 
Table  44.  Further  details  of  columns  and  protections  are  given  in 
Tables  4a  to  4f  (p.  56-59). 

2.    PHOTOGRAPHIC  RECORDS 

Views  of  the  columns  in  the  fire  and  water  series  at  several 
stages  of  the  test  are  given  in  Figs.  83  to  89,  Appendix  A  (p.  256- 
262). 

3.  FURNACE  AND  COLUMN  TEMPERATURES 

The  temperatures  observed  in  the  furnace  and  test  column  are 
given  by  the  curves  in  Figs.  142  to  145,  Appendix  B  (p.  317-320). 
The  arrows  on  the  plots  indicate  the  time  water  was  applied  in 
each  test. 

4.     LONGITUDINAL    DEFORMATION 

The  expansion  of  the  column  during  the  fire  period  and  con- 
traction on  application  of  water  were  determined  by  measurement 
of  the  movement  of  the  head  of  the  column  and  the  amounts  are 
given  in  the  respective  test  logs.  These  effects  were  quite  small 
except  in  the  case  of  the  unprotected  cast  iron  columns,  both  of 
which  attained  maximum  expansion  before  water  was  applied  (Fig. 
46,  p.  138). 

5.     SUBSEQUENT  LOADING  TESTS 

The  loading  to  which  the  columns  were  subjected  subsequent 
to  fire  and  water  test  are  given  in  Table  44.  They  were  loaded  to 
their  maximum  sustaining  capacity  with  the  exception  of  four 
columns  that  were  loaded  to  about  twice  their  design  working  load 
and  reserved  for  use  in  further  tests,  and  the  one  protected  by 
plaster  on  metal  lath  on  which  a  subsequent  fire  test  to  failure 
under  working  load  was  made. 

166 


TABLE  44.— RESULTS 


PROTECTION 

Load 

Sustained 

Test 
No. 

Section 

Thickness 
and 
Kind  of 
Covering 

Materials  and 
Details 

Age  of 
Cover- 
ing, 
Days 

During 
Test, 
Lb. 

Dura- 
tion, 
Minutes 

Furnace 
Exposure 
Percent 

101 

Rolled  H 

2-in. 

1  1:2:4  Chicago  limestone  concrete 

515 

119500 

60 

101.5 

concrete 

1:2:4  New  York  trap  concrete 
1:2:4  Joliet  gravel  concrete 

Wire  tie  wound  spirally  on  8-in.  pitch 

102 

Rolled  H 

2-in. 

fl:2:4  New  York  trap  concrete 

518 

119500 

60 

96.8 

concrete 

1:2:4  Joliet  gravel  concrete 

1:2:4  Chicago  limestone  concrete 

No  tie 

103 

Plate  and 

4-in. 

fl:2:4  New  York  trap  concrete 

518 

116000 

60 

101.8 

Angle 

concrete 

1:2:4  Rockport  granite  concrete 

1:2:4  Chicago  limestone  concrete 
Wire  tie  wound  spirally  on  8-in.  pitch 

104 

Plate  and 

2-in. 

fl:2:5  cinder  concrete 

517 

116000 

60 

100.3 

Angle 

concrete 

1:2-4  Cleveland  sandstone  concrete 

1:2:4  New  York  trap  concrete 

Wire  tie  wound  spirally  on  8-in.  pitch 

105 

Plate  and 

2-in. 

tSurface   clay,    Boston   district.     New 

541 

•   116000 

45 

102.3 

Angle 

hollow 

Jersey    semi-fire    clay.    Ohio    shale. 

clay  tile 

No  filling.    Outside  wire  ties 

106 

Plate  and 
Angle 

2-in. 
hollow 

fOhio     semi-fire     clay.    Surface     clay, 
Chicago      district.    Ohio      semi-fire 

528 

116000 

45 

108.2 

clay  tile 

clay.    Concrete  filling.    Outside  wire 

ties,  upper  half.    %-in.  wire  mesh  in 

horizontal  joints,  lower  half. 

107 

Plate  and 

4-in. 

fOhio     shale.     New     Jersey     semi-fire 

537 

111000 

45 

103.2 

Channel 

hollow 

clay.    Surface  clay,  Boston  district. 

clay  tile 

No  filling.    Ties  same  as  in  No.  106 

108 

Rolled  H 

2-in. 
solid 

Western  gypsum,  upper  half 
Eastern  gypsum,  lower  half 

507 

119500 

45 

103.7 

gypsum 
block 

1:1:4  poured  gypsum  fill 
Wall  ties  in  joints,  upper  half 

» 

Wire  mesh  in  joints,  lower  half 

109 

Rolled  H 

4-in. 
solid 

Eastern  gypsum,  upper  half 
Western  gypsum,  lower  half 

507 

119500 

60 

100.8 

gypsum 

1:1:4  poured  gypsum  fill 
Wire  mesh  in  joints,  upper  half 
Wall  ties  in  joints,  lower  half 

110 

Plate  and 

Double 

Two  2-coat  layers  of  Portland  cement 

500 

116000 

45 

99.8 

Angle 

layer 

plaster  on  metal  lath,  with  %-in.  air 

c  116000 

c  167Ji 

c    99.5 

plaster  on 

space  between  layers 

metal  lath 

111 

Square 

2-in. 

fl:2:4  Chicago  limestone  concrete 

520 

101000 

60 

100.8 

Verti- 
cally 

concrete 

1:2:4  Meramec  R.  gravel  concrete 
1:2:4  Chicago  limestone  concrete 

Rein- 

Four 1-in.  sq.  vertical  bars 

forced 

Concrete 

112 

Round 
Verti- 

2-in. 
concrete 

fl:2:4  Chicago  limestone  concrete 
1:2:4  Meramec  R.  gravel  concrete 

524 

107500 

60 

95.6 

cally 
Rein- 

1:2:4 Joliet  gravel  concrete 
Six  1-in.  sq.  vertical  bars 

forced 

Concrete 

113 

Hooped 
Rein- 

2-in. 
concrete 

fl:2:4  New  York  trap  concrete 
1:2:4  Meramec  R.  gravel  concrete 

520 

129000 

60 

100.0 

forced 
Concrete 

1:2:4  Rockport  granite  concrete 
Six  ?^  -in.  sq.  vertical  bars 

J^-in.   0  hooping  on  1%-in.  pitch 

114 

Round 

Unpro- 

Vertically cast 



98500 

22^ 

103.2 

Cast 

tected 

Iron 

115 

Round 

Unpro- 

Vertically cast 

98500 

30 

93.7 

Cast 

tected 

Iron 

fThree  kinds  of  concrete  or  tile  used  on  each  column  placed  in  three  vertical 
sections  in  the  order  named  beginning  at  the  top  of  the  column. 

c — Fire  test  to  failure  made  subsequent  to  fire  and  water  test. 


I)  WATER  TESTS 


WATER  TEST 

LOAD 

TEST 

*Water 

Dura- 

Pres- 

* 

Excess 

Ultimate 

IfiSUltS 

tion, 

sure,  Lb. 

Results 

Load, 

Load, 

Min. 

per 

Lb. 

Lb. 

Sq.  In. 

• 

teal  cracks  about  3  ft. 
ides  in  bottom  section 

5 

50 

Flange  entirely  exposed  on  S.  in  lower 
3  ft.  ;  edges  of  flanges  exposed  in  places 
on    corners    of    W.    face.     Concrete 

234000 

Not  applied 

generally  pitted  H  to  %  in.   on  W. 

face;  at  8  ft.  up  to  depth  of  1  in. 

jailing 

5 

50 

N.  QcjKge  exposed  for  10  ft.  S.  flange 

442000 

partly  exposed,  concrete  being  loose 

for  10  ft.    Concrete  washed  off  W. 

_ 

face  to  depth  of  M  to  1M  in. 

tcept   small    crack   at 

5 

50 

Concrete  washed  away  on  W.  side  in 

a537000 

palling 

middle  section  \Y2  to  3^  in.  in  upper 

and  lower  sections,  y%  in.  at  center, 

3H  in.  on  corners.    Very  little  effect 

on  N..S.,  and  E.  sides 

to  4  ft.  long  and  M  to 
fthree  sides  of  center 

5 

50 

W.  side,  concrete  pitted  ^  to  2  in.  in 
upper  and  lower  sections  and  ^  in.  ia 

234000 

Not  applied 

amount  of  spalling  in 

center  section.    Steel  bare  on  S.  side, 

center  section.     Flange  edges  partly 

exposed  on  W.  side  in  lower  and  center 

sections 

ered  in  lower  3  courses. 

VA 

30 

Steel  exposed  on  three  sides  in  lower 

b445009 

naffected  except  for  a 

section  and  in  part  of  middle  section. 

1  cracks 

Tile  nearly  intact  on  upper  half  of 

column 

ailing  of  outer  shells 
liddle  section  and  in 

2M 

30 

All  tile  washed  off  except  in  top  and 
bottom  courses  and  pome  inner  shells 

228000 

Not  applied 

pper  section 

on  unexposed  side.     Fill  remained  in 

place 

ion  cracked  and  a  few 

VA 

30 

Almost  all  tile  washed  off  in  3  upper 

b348000 

ipalled.    Middle    and 

courses.    Middle  and  lower  sections 

at  damaged  except  for 

little  damaged 

n.  wide  general.  Joints 

3 

30 

%  of  covering   carried  down  on  W.,  N., 

bSHOOO 

»  &  to  y*  in. 

and  S.  sides  exposing  flanges.    Blocks 

remaining  washed  off  to  depth  of  ?£  in. 

to  H  in.  wide  general, 
joints  open  1/32  in. 

5 

50 

Gypsum  washed  away  on  three  sides 
for  a  depth  of  1  in.,  also  mortar  washed 

234000 

Not  applied 

out  of  vertical  joints  on  W. 

•ff  at  bracket  due  to 
Bring 

VA 

30 

Outer  layer  of  plaster  washed  off  in  a 
few  places,  mostly  at  top  and  at  cor- 

Not applied 

c  Not  applied 

ghtly 

ners.    A   number  of   fine  horizontal 

and  vertical  cracks  appeared 

d  diagonal  cracks  in 

5 

50 

Concrete  washed  away  to  depth  of  2  in. 

379000 

A    to    Y%   in.    wide. 

on  W.  face  in  middle  section.    Bars 

ncrete  loose 

exposed  nearly  full  length  on  W.  side. 

Concrete  washed  away  to  ^  to  1  in. 

depth  on  parts  of  N.  and  S.  sides 

'king  and  crushing  in 

5 

50 

Concrete  washed  away  to  depth  of  2  in. 

423000 

jome  cracks  extending 

exposing  bars  in  middle  and  part  of 

ower  sections 

lower  section  on  exposed  sides.    Con- 

crete pitted  to  1  in.  depth  on  upper 

section 

and  spalling  of  outer 

5 

50 

Nearly  all  concrete  washed  away  out- 

536000 

»  in  middle  section 

side  of  spiral  on  exposed  sides  also  on 

at    several    points. 

unexposed  side  in  center  section.    Con- 

lical crack  formed  in 

crete  pitted  to  inner  line  of  wire 

lull  red  in  lower  half 

1 

30 

No  cracks  in  metal.     Maximum  deflec- 

527000 

tion  l|Hi  in.  toward  side  exposed  to 

water 

lull  red  all  over 

1 

30 

No  cracks  in  metal.    Maximum  deflec- 

502000 

tion  Y»    in.  ktoward  side  exposed  to 

- 

water                                                        \ 

'Pressure  at  base  of  playpipe.  Water  applied  through  a  1^-in.  nozzle.  Stream 
directed  at  west,  north  and  south  sides. 

a — Column  did  not  fail  under  load  of  547,000  lb.,  capacity  of  machine.  The 
concrete  covering  was  then  removed  for  a  distance  of  2  ft.  6  in.  near  the  middle  and 
load  reapplied,  the  maximum  sustained  being  537,000  lb. 

b— Covering  completely  removed  before  applying  load. 


LOG  OF  FIRE  AND  WATER  TESTS  167 

6.     LOG   OF   FIRE   AND    WATER   TESTS 

(a)  Concrete  Protections 

Test  No.  101.     Rolled  H.     2-in.  Concrete  Protection. 
Upper    section,   limestone;    middle   section,    trap;    lower   section,   Joliet 
gravel.     Tied. 

Fire  Test 

30  min.  —  no  effect  noted;  flame  very  smoky.  32  min.  —  vertical  cracks  on 
east  and  west  faces  near  corners  in  lower  3  ft,  y±  in.  wide  at  bottom.  38 
min.  —  J^-in.  vertical  crack  at  center  of  south  face,  2  ft.  up.  45  min.  —  cracks 
open  &  in.  to  %  in.;  small  spall  on  southwest  corner,  3  ft.  up.  60  min.  — 
gas  shut  off;  no  change  in  column  except  cracks  had  opened  up  slightly. 

Water  Test 


min.  —  water  applied  to  column  through  a  Ij-i-in.  nozzle;  pressure 
at  base  of  play  pipe,  50  Ib.  per  sq.  in.;  nozzle  was  maintained  at  a  distance 
of  20  ft.  away  from  and  to  the  west  of  column  in  all  tests  and  the  stream 
applied  directly  to  the  west  face  and  at  an  angle  to  the  north  and  south 
faces.  Stream  was  played  slowly  up  and  down  over  all  three  faces  of  col- 
umn. 61^  min.  —  pieces  washed  off  southwest  corner  and  west  face,  3  ft. 
up.  61^4  min  —  some  pieces  fell  off  west  piece  in  upper  section. 
62J4  min.  —  pieces  falling  on  west  face  and  corners  in  middle  section. 
63^4  min.  —  concrete  fell  in  lower  2  ft.,  exposing  steel.  64y2  min.  —  north  face 
washed  off  to  depth  oill/2  in.,  1  ft.  to  2*/2  ft.  up,  edge  of  flange  exposed  on 
northwest  corner.  65^4  min.  —  piece  fell  off  north  face  near  top.  66J4  min.  — 
water  shut  off;  duration  of  water  test,  5  min. 

After  test.  Edge  of  flange  exposed  on  northwest  corner  1  ft.  to  2l/2  ft. 
up,  and  southwest  corner  for  4  in.  at  5  ft.  and  at  8  ft.  up;  these  corners 
spalled  not  over  ll/2  in.  by  \l/2  in.  for  rest  of  length.  Concrete  in  center  of 
west  face  generally  pitted  from  Va  in.  to  %  in  for  the  whole  length;  at  bot- 
tom of  upper  section  concrete  pitted  to  depth  of  1  in.  for  about  6  in.  On 
south  face  all  concrete  washed  off  in  lower  3  ft.  exposing  flange;  about  two 
thirds  of  rest  of  surface  pitted  slightly.  On  north  face  surface  generally 
smooth  except  at  northwest  corner.  Fine  vertical  cracks  in  east  face  nearly 
ful  length,  \l/2  in.  from  corners.  Column  expanded  0.26  in.  during  the  fire 
test  and  contracted  0.06  in.  during  the  water  test. 

Load  Test 

On  the  following  day  the  column  was  subjected  to  a  load  of  234,000  Ib 
this  being  calculated  as  the  design  dead  load  plus  2y2  times  the  live  load,  as- 
suming the  former  to  be  one-third  of  the  latter.  A  faint  cracking  sound  was 
heard  at  69,000  Ib.  At  about  175,000  Ib.  a  dull  thud  was  heard  and  several 
small  pieces  of  concrete  fell  off  northwest  corner  about  half  way  up.  Col- 
umn withstood  test  satisfactorily.  The  column  recovered  from  the  depres- 
sion due  to  the  loading  within  0.002  in.  on  release  of  load.  (Figs.  83  and 
142.) 

Test   No.    102.    Rolled    H.    2-in.    Concrete   Protection. 

Upper  section,  trap;  middle  section,  Joliet  gravel;  lower  section,  lime- 
stone. No  tie. 

Fire   Test 

21  -min.  —  slight  flaking  at  southeast  corner,  9  ft.  up.  41  min.—  column 
glowing  all  over.  60  min.  —  gas  shut  off.  No  cracking  or  spalling. 

Water  Test 

62  J4  min.  —  water  applied  to  column;  50-lb.  pressure.  62^4  min.  —  cracks 
noted  on  west  face  near  both  corners;  steam  very  heavy  making  observa- 
tion difficult.  64  min.  —  concrete  fell  on  north  in  lower  10  ft.  exposing  steel. 
65  min.  —  long  vertical  crack  at  southwest  corner,  exposing  flange  in  places 
in  lower  10  ft.  67*4  min.  —  water  shut  off;  duration  of  water  test,  5  min. 

After  test.  North  flange  exposed  completely  \l/2  ft.  to  11  ft.  up.  South 
flange  exposed  on  southwest  corner  for  2y2  in.  by  14  in.  at  2l/2  ft.  up,  for 
4  in.  by  20  in.  at  5  ft.  up,  for  3  in.  by  10  in.  at  8  ft,  for  \y2  in.  by  12  in.  at 
10  ft.  up.  Concrete  loose  on  south  flange  from  1  ft.  to  \\l/2  ft.  up.  On  west 
concrete  washed  off  to  depth  of  y2  in.  to  1^  in.  at  3  ft.,  4J4  ft.,  8*  ft.  and  Wl/2 


168  RESULTS  OF  FIRE  AND  WATER  TESTS 

ft.  above  base.  Concrete  least  washed  off  on  middle  section.  Column  ex- 
panded  0.26  in.  during  the  fire  test  and  contracted  0.09  in.  during  the  water 
test. 

Load  Test 

On  the  following  day  the  column  in  the  unstripped  condition  was  loaded 
until  failure  occurred  at  442,000  Ib.  by  buckling  to  west,  about  8  ft.  above 
base.  Scaling  on  the  surface  of  the  steel  was  first  noted  on  the  north 
flange  at  373,000  Ib.,  the  yield  point  of  the  steel  as  determined  from  the 
depression  curve  of  the  top  of  the  column,  being  attained  at  400,000  Ib.  (Figs. 
83  and  142.) 

Test  No   103.     Plate  and  Angle.    4-in.   Concrete   Protection. 

Upper  section,  trap;  middle  section,  granite:  lower  section,  limestone. 
Tied. 

Fire   Test 

60  min. — gas  shut  off;  i^-in.  vertical  crack,  4  in.  long,  on  west  near 
southwest  corner  at  bracket;  no  other  cracking,  spalling  or  other  visible 
effects  on  column. 

Water  Test 

62  min. — water  applied  to  column;  50-lb.  pfessure.  62^4  min. — small 
pieces  falling  on  west;  face  and  corners  rounded.  63^2  min. — continued  fail- 
ing of  small  pieces;  steam  heavy.  64*/2  min. — water  effects  most  marked  at 
bottom  of  middle  section.  6Sl/2  min. — continued  falling  of  small  pieces.  67 
min. — water  shut  off;  duration  of  water  test,  5  min. 

After  test.  Little  effect  on  north  and  south  faces  back  of  corners  ex- 
cept in  middle  section  where  granite  concrete  was  pitted  to  depth  of  %  in. 
quite  generally.  On  west  face  the  middle  section  was  most  affected  and  the 
upper  section  least  affected;  concrete  in  middle  section  quite  generally  washed 
away  to  depth  of  \y2  in.  at  center,  and  3^2  in.  at  corners;  in  upper  and  lower 
sections,  %  in.  to  y2  in.  at  center  and  3^  in.  at  corners;  concrete  in  middle 
section  cracked  along  flanges  near  each  corner;  steel  flanges  not  exposed. 
East  face  unaffected.  -Column  expanded  0.15  in.  during  the  fire  test. 

Load  Test 

On  the  following  day  the  column  in  the  unstripped  condition  was  loaded 
to  547,000  Ib.,  the  capacity  of  the  machine,  without  signs  of  distress  or  fail- 
ure. Column  was  then  stripped  from  5  ft.,  2  in.  to  7  ft.,  10  in.  above  base 
and  loaded  until  failure  occurred  at  537,000  Ib.  by  buckling  to  west,  7  ft. 
8  in.  above  base.  Scaling  of  steel  was  first  noted  at  433,000  Ib.  and  decided 
yielding  began  at  475,000  Ib.  (Figs.  83  and  142.) 

Test  No.   104.     Plate  and   Angle.     2-in.  concrete   protection. 

Upper  section,  cinder;  middle  section,  sandstone;  lower  section,  trap. 
Tied. 

Fire  Test 

31  min. — fine  vertical  crack,  24  in.  long,  on  west  near  southwest  corner, 
6l/2  ft.  up;  also  on  east,  southeast  corner,  4^  ft.  to  7  ft.  up;  slight  crushing 
on  southeast  corner  8  ft.  up,  small  piece  falling  at  33  min.  35  min. — %-in. 
crack  on  center  of  south  face,  6l/2  ft.  to  9y2  ft.  up  extending  to  southwest 
corner  at  upper  end.  50  min. — cracks  previously  noted  opening  up  %  in.  to 
Y2  in.  and  extending  in  length  in  middle  section.  53  min. — piece  spalled  off 
northeast  corner,  7  ft.  up.  60  min. — gas  shut  off;  only  cracks  are  the  three 
noted  in  middle  section,  3  ft.  to  4  ft.  long,  and  %  in.  to  Y2  in.  wide;  no 
cracks  on  north. 

Water  Test 

61^  min.— water  applied  to  column;  50-lb.  pressure.  61^  min. — con- 
crete fell  off  on  south,  5  ft.  to  8  ft.  up,  exposing  steel.  63  min. — concrete  in 
lower  4  ft.  on  west  washed  and  pitted  considerably.  63^  min.— concrete  on 
northwest  corner  fell,  4  ft.  to  7  ft.  up.  67^4  min. — upper  4  ft.  on  west  pitted. 
65  min. — piece  fell  on  northwest  corner,  10  ft.  up.  66  min. — pieces  washed 
off  corners  on  west  in  lower  4  ft.  66^2  min. — water  shut  off;  duration  of 
water  test,  5  min. 

After  test.  West  face  pitted  r/2  in.  to  2  in.  in  lower  section,  %  in.  in 
middle  section  and  y2  in.  to  2  in.  in  upper  section.  Northwest  corner  off  for 


LOG  OF  FIRE  AND  WATER  TESTS  169 

full  length  exposing  flange  edge  for  \y2  in.  by  12  in.  at  2  ft.  up,  for  2  in. 
by  12  in.,  4  ft.  up  and  for  \y2  in.,  5  ft.  to  9  ft.  up.  North  face  intact  except 
for  spalling  on  northwest  corner.  Southwest  corner  spalled  full  length  ex- 
posing flange  edge  for^  3  in.  by  4  in.,  2  ft.  up,  and  2  in.  by  6  in.,  6  ft.  up. 
Entire  south  flange  exposed  in  middle  section.  East  side  intact  except  for  a 
few  fine  cracks.  Column  expanded  0.26  in.  during  the  fire  test  and  con- 
tracted 0.09  in.  during  the  water  test. 

Load  Test 

On  the  following  day  the  column  in  the  unstripped  condition  was  sub- 
jected to  an  excess  load  of  234,000  Ib.  without  developing  any  signs  of  dis- 
tress and  with  full  recovery  from  the  deformation  on  removal  of  load.  (Figs. 
84  and  142.) 

(b)  Hollow  Clay  Tile  Protections 

Test  No.  105.     Plate  and  Angle.    2-in.  hollow  clay  tile  protection. 

Unfilled. 

Upper  section,  surface  clay,  Boston  district;  middle  section,  semi-fire 
clay,  New  Jersey  district;  lower  section,  Ohio  shale.  No  filling.  Outside 
wire  ties. 

Fire  Test 

2  min.  to  3  min. — vertical  cracks  and  spalling  of  parts  of  outer  shells  on 
north  and  west  sides  in  lower  section.  3  min.  to  20  min. — continued  cracking, 
spalling  and  bulging  of  outer  shells  in  lower  section;  tile  in  upper  half  very 
little  affected.  30  min. — a  little  more  spalling  in  lower  section;  vertical 
cracks  on  west  at  bracket,  and  at  south  and  west,  5  ft.  up,  %  in.  wide.  ^  39 
min. — outer  shells  spalled  off  on  east  and  west,  3rd  course,  shell  hanging 
loose  on  east,  2nd  course.  45  min. — gas  shut  off;  very  little  damage  to  mid- 
dle and  upper  sections  except  for  vertical  cracks  as  noted;  lower  three 
courses  cracked  and  spalled. 

Water  Test 

46  min. — water  applied  to  column;  30-lb.  pressure.  46^  min. — all  tile 
washed  off  on  west,  1  ft.  to  2  ft.  up,  and  on  north,  1  ft.  to  3  ft.  up,  exposing 
steel.  47  min. — all  tile  down  in  lower  section  on  north  and  west,  1ft.  to  4 
ft  up.  47^/2  min. — tile  down  on  north  and  west  4  ft.  to  5  ft.  up.  48  min.— 
tile  still  in  place  on  south  except  outer  shell,  spalled,  3  ft.  to  4  ft.  up;  tile 
down  on  west  in  center,  5  ft.  to  6  ft.  up.  48^  min.— water  shut  off;  dura- 
tion of  water  test,  2*/2  min. 

After  test.  Tile  down  and  steel  exposed  on  north  and  east  1  ft.  to^  5 
ft.  up  and  on  west  1  ft.  to  6  ft.  up;  tile  loose  on  south,  1  ft.  to  5  ft.  up.  Tile 
in  upper  half  of  column  almost  intact  except  outer  shell  cracked  on  west, 
6  ft.  to  7  ft.  up,  and  part  of  outer  shell  off  on  north  at  bracket.  Ties  in 
lower  5  courses  fell  down,  other  ties  in  place.  Expansion  during  fire  test, 
0.22  in.;  contradiction  during  water  test,  0.13  in. 

On  the  following  day  the  column  was  stripped.  Mortar  in  joints  found 
to  be  fairly  full,  although  in  about  one  half  of  the  joints  it  had  been  washed 
out  to  depth  of  */2  in.  to  H  in.  Mortar  on  flanges  broke  away  from  the  steel 
and  adhered  to  the  tile.  Lateral  deflection  less  than  %  in. 

Load  Test 

The  stripped  column  was  loaded  until  failure  occurred  at  445,000  Ib. 
with  buckling  to  east  about  6  ft.  above  base.  (Figs.  84  and  143.) 

Test  No.  106.    Plate  and  Angle.    2-in.  hollow  clay  tile  protection. 

Upper  and  lower  sections,  Ohio  semi-fire  clay;  middle  section,  surface 
clay,  Chicago  district.  Outside  wire  ties  on  upper  half  of  column;  wire 
mesh  in  joints  in  lower  half.  Concrete  filling. 

Fire  Test 

2^2  min,  to  6  min. — outer  shells  spalling  at  corners  in  middle  section. 
9  min.  to  12  min. — outer  shells  shattered  on  west  in  middle  section  but  did 
not  spall  off;  %-in.  cracks  near  corners  on  west  in  upper  section.  12^  min. 
to  18^  min. — outer  shells  spalled  and  bulging  in  middle  section;  at  end  of 
this  period,  all  of  outer  shells  were  down  in  5th  course  on  north  and  west, 
and  partly  down  on  east.  2Ql/a  min. — vertical  crack  in  upper  section  on  west 


170  RESULTS  OF  FIRE  AND  WATER  TESTS 

9l/2  ft.  to  I\y2  ft.  up,  f^  in.,  wide  opening  to  1  in.  at  26  min.  23  min. — outer 
shell  buckled  on  east,  9  ft.  up.  25^  min. — tie  wire  broken  on  10th  course. 
31  min.  to  36  min. — continued  cracking  and  spalling  of  outer  shells  in  middle 
section,  also  bulging  out  on  north,  7  ft.  up.  38  min. — outer  shell  spalled  on 
6th  course  on  north.  40  min. — all  outer  shells  spalled  on.  east,  3  ft.  to  5  ft. 
up.  44  min. — outer  shells  on  east,  7  ft.  up,  buckle  out  2  in.  45  min. — gas 
shut  off;  outer  shells  are  off  on  5th,  8-th  and  9th  courses  on  west,  and  on 
5th  and  6th  courses  on  north.  Column  expanded  0.24  in.  during  the  fire 
test. 

Water  Test 

A7y2  min. — water  applied  to  column;  30-lb.  pressure.  47^4  min. — con- 
siderable amount  of  tile  fallen;  steam  obscures  view.  4S1A  min. — title  down 
in  middle  8  ft.  on  north,  south  and  west  exposing  flanges  on  north  and  south; 
concrete  filling  in  place.  49^4  min. — water  off;  duration  of  water  test,  2*4 
min. 

After  test.  Steel  exposed  on  north  1  ft.  to  11  ft.  up,  on  south  from  1 
ft.  to  10  ft.  up  except  where  parts  of  inner  shells  remained  in  place;  wire 
mesh  still  in  place  on  north  at  1  ft,  4  ft,  5  ft.  and  6  ft.  up.  On  west, 
tile  off  exposing  concrete  2  ft.  to  10  ft.  up;  outer  shell  off  10  ft.  to  12  ft.  up. 
On  east  side,  concrete  exposed  2  ft.  to  4  ft.  up;  the  rest  was  covered  by  tile 
or  inner  shells  of  same.  Tile  all  in  place  on  bottom,  course  on  all  sides  and 
on  bracket  course  on  north,  east  and  south  sides. 

Load  Test 

On  the  following  day  the  column  was  subjected  to  an  excess  load  of 
228,000  Ib.  without  developing  any  signs  of  distress  and  recovered  from  de- 
formation almost  completely  on  removal  of  load.  (Figs.  85  and  143.) 

Test  No.  107.    Plate  and  Channel.    4-in.  hollow  clay  tile  protection. 

Upper  section,  Ohio  shale;  middle  section,  semi-fire  clay,  New  Jersey  dis- 
trict; lower  section,  surface  clay,  Boston  district.  Outside  wire  ties  on  upp'er 
half  of  column;  wire  mesh  in  joints  in  lower  half.  No  filling. 

Fire  Test 

12  min. — no  cracking  or  spalling  noted.  15  min. — vertical  cracks  on  east 
from  8  ft.  up  to  top,  ^4  in.  wide;  part  of  outer  shell  spalled  on  llth  course, 
east;  ife-in.  vertical  crack  on  east,  6  ft.  to  8  ft.  up.  19  min. — -&-in.  vertical 
crack  on  west,  6  ft.  to  9  ft.  up.  22  min. — cracks  on  east  and  west  near  top, 
y2  in.  to  1  in.  wide.  25  min.  to  27  min. — outer  shells  on  west  bulging  out 
iy2  in.  to  2  in.  in  upper  section,  held  by  ties.  31  min.  to  35  min. — *4  in. 
vertical  crack  on  west  at  south  corner  from  9  ft.  up  to  top;  other  cracks 
opening  up  and  outer  shells  bulging  in  upper  section.  42  min. — continued 
cracking  in  upper  section;  new  crack  on  north  1  in.  wide,  llth  course;  tile 
on  east  llth  and  12th  courses  cracked.  45  min. — gas  shut  off;  tile  in  upper 
section  generally  cracked  and  outer  shells  loose;  lower  section  practically 
intact;  middle  courses  have  a  few  vertical  cracks  as  noted. 

Water  Test 

46  min. — water  applied  to  column;  30-lb.  pressure.  46^  min. — little  ef- 
fect; outer  shell  on  west  fractured  in  upper  section.  46^4  min. — little  ap- 
parent change.  47^  min. — outer  shell  down  on  west,  9  ft.  to  11  ft.  up.  48K 
min. — tile  almost  all  down  on  upper  three  courses.  48j^  min. — water  shut 
off;  duration  of  water  test,  2l/2  min. 

After  test.  All  tile  down  in  10th  and  12th  courses-  except  on  north 
side  where  tile  is  held  by  bracket;  some  mortar  adheres  to  north  and  south 
flanges.  Tile  shattered  on  east  and  west,  in  9th  course.  Tile  in  good  condi- 
tion in  lower  8  ft.  except  for  a  few  %-in.  vertical  cracks  on  east  and  west, 
6  ft.  to  8  ft.  up,  and  small  hole  in  outer  shell  on  west,  7ft.  up.  Mortar  and 
mesh  in  joints  in  lower  courses  in  good  condition,  it  being  necessary  to 
wedge  the  tile  apart  in  order  to  remove  the  covering.  Column  expanded 
0.15  in.  during  the  fire  test  and  contracted  0.10  in.  during  the  water  test. 
Maximum  deflection  after  fire  and  water  test,  3/32  in.  to  west. 

Load  Test 

On  the  following  day  the  column  was  stripped  and  loaded  to  failure  at 
348,000  Ib.,  column  buckling  to  west  about  6  ft.  above  base.  Decided  yield- 
ing of  the  steel  began  at  322,000  Ibs.  (Figs.  85  and  143.) 


LOG  OF  FIRE  AND  WATER  TESTS  171 

(c)  Gypsum  Block  Protections 
Test  No   108.    Rolled  H.    2-in.  solid  gypsum  block  protection. 

Upper  half,  Western  gypsum;  lower  half,  Eastern  gypsum.     Filled. 

Fire  Test 

13  min.  —  fine  "surface  checks  beginning  to  develop.  28  min.  —  surface 
checks  generally  %  in.  wide  and  ft  in.  deep  near  lower  end  of  column  and 
very  fine  at  top.  36  min.  —  joints  at  bottom  open  •&  in.  to  J^  in.  43  min.  — 
very  little  change  in  fire  effects.  45  min.  —  gas  shut  off. 

Water  Test 

46  min.  —  water  applied  to  column;  30-lb.  pressure.  47^4  min.  —  little  ef- 
fect noted  except  for  surface  erosion  on  west.  48  min.  —  blocks  fell  on  west, 
2  ft.,  10  in.  to  5  ft.,  8  in.  up.  48%  min.  —  blocks  down  on  west  \l/t  ft.  to  9 
ft.  up  exposing  flange  edges  and  filling.  48^  min.  —  blocks  down  on  south, 
4}4  ft.  to 


7  ft.  up.    48<>4  min.  —  blocks  down  exposing  steel  nearly  full  length 
on  north  and  south.     49  min.  —  water  off;  duration  of  water  test,  3  min. 

After  test.  All  blocks  down  on  north  \y2  ft.  to  9  ft.  up,  exposing  steel; 
on  south,  from  \l/2  ft.  up  to  top  of  bracket,  exposing  steel  except  for  a  2 
ft.  length  above  middle  of  column  where  mortar  remained  in  place;  on 
west,  \l/2  ft.  to  4*4  ft.,  6  ft.  to  9  ft.  and  from  11  ft.  to  top.  Filling  washed 
out  on  west  exposing  web  from  2  ft.,  4  in.  to  3  ft.  up.  All  blocks  in  place 
on  east  except  at  places  on  corners.  Blocks  remaining  on  column  on  west 
washed  off  to  a  depth  of  24  in.,  to  point  where  fiber  in  blocks  was  charred. 
Mortar  on  flanges,  and  filling  in  web  had  evidently  been  quite  full.  Steel 
not  rusted  except  where  exposed  by  water.  Column  expanded  0.05  in.  dur- 
ing the  fire  test  and  contracted  0.05  in.  during  the  water  test.  Maximum  la- 
teral deflection  after  fire  and  water  tests,  $5  in. 

Load  Test 

On  the  following  day  the  column  was  loaded  to  failure  at  311,000  lb., 
column  buckling  to  west  about  7  ft.  above  base.     (Figs.  86  and  143.) 
Test  No.  109.    Rolled  H.    4-in.  solid  gypsum  block  protection. 

Upper  section,   Eastern   gypsum;   lower   section,  Western   gypsum. 

Fire  Test 

16  min.  —  a  few  corner  cracks  developed  in  lower  half,  3s  in.  by  1  in.  22 
min.  —  fine  surface  checks  beginning  to  develop  near  bottom.  42  min.  —  sur- 
face checks  quite  general,  forming  in  ^6-in.  squares,  checks  3*2  in.^  wide  at 
bottom  and  ds  in.  wide  at  top;  corner  cracks  opening  ,to  maximum  of 
y%  in.;  vertical  joints  in  lower  half  open  &  in.;  slight  spalling  at  corners. 
53  min.  to  57  min.  —  surface  checks  open  from  ^  in.  at  base  to  3*2  in.  at  top 
of  column.  59^  min.  —  gas  shut  off;  surface  checked  all  over,  most  at  bot- 
tom; otherwise  covering  and  column  little  affected. 

Water  Test 

60^4  min.  —  water  applied  to  column;  50-lb.  pressure.  61^4  min.  —  hose 
burst,  water  off.  Gypsum  washed  off  on  west  to  depth  of  about  1  in.,  mortar 
in  joints  washed  out  from  1  in.  to  4  in.  depth,  exposing  ends  of  ties. 
Gypsum  washed  off  on  north  and  south  sides,  1/4  in.  to  1  in.  depth.  East 
side  intact.  72^  min.  —  water  again  applied;  50-lb.  pressure.  73^  min.  — 
outer  1  in.  of  gypsum  washed  off  clean  on  north  and  south.  74  min.  —  almost 
all  of  mortar  washed  out  of  vertical  joints  on  west.  76^4  min.  —  i^-in.  verti- 
cal crack  on  west  near  south  corner,  9  ft.  to  10  ft.  up.  76^  min.  —  water  shut 
off;  total  duration  of  water  test,  5  min. 

After  test.  On  west  side,  surface  washed  very  smooth,  corners  rounded; 
blocks  slightly  less  than  3  in.  thick;  no  mortar  in  vertical  joints;  ties  all 
in  place  and  hold  mortar  in  horizontal  joints.  On  north  and  south  sides, 
faces  of  blocks  rough,  with  fibers  projecting;  blocks  about  3  in.  thick; 
all  joints  generally  full.  East  side  little  affected.  No  blocks  loose.  Edges 
of  bracket  and  stiffner  angles  exposed.  Column  expanded  0.04  in.  during  the 
fire  test.  Less  than  0.01  in.  contraction  during  the  water  test. 

Load  Test 

On  the  following  day  the  column  in  the  unstripped  condition  was  sub- 
jected to  an  excess  load  of  234,000  lb.,  which  it  withstood  without  any  signs 
of  distress  except  for  a  few  small  vertical  cracks  in  the  blocks.  (Figs.  86 
and  143.) 


172  RESULTS  OF  FIRE  AND  WATER  TESTS 

(d)    Plaster  on  Metal  Lath  Protection 

Test  No.  110.     Plate  and  Angle.     Two  layers  of  Portland  cement  plaster 
on  metal  lath  with  ^-in.  air  space  between  layer. 

Fire  Test 

6  min. — furnace  gases  heavy,  difficult  to  see  column.  18  min. — fire 
more  luminous.  19  min. — plaster  cracked  and  spalled  on  all  sides  at  bottom 
of  bracket;  this  probably  occurred  at  about  14  min.;  corners  spalled  slightly 
on  west.  32  min. — fine  crack  on  east,  2  in.  long,  4  ft.  up.  45  min. — gas 
shut  off;  several  fine  cracks  noted  on  all  faces. 

Water  Test 

46%  min.— water  applied  to  column;  30-lb.  pressure.  46^4  min.— vertical 
cracks  near  corners  on  all  faces  about  6  ft.  long.  47%  min. — piece  of  plaster, 
8  in.  square,  spalled  off  north  face,  6  ft.  up.  48  min. — plaster  washed  off 
southwest  corner  in  upper  and  lower  3  ft.  48^4  min.— plaster  washed  off 
northwest  corner,  lower  4  ft.  49J/2  min. — water  off;  duration  of  water 
test,  3%  min. 

After  test.  On  west  side  plaster  off,  1  in.  by  1  in.,  exposing  lath 
on  northwest  corner  1  ft.  to  4  ft  up.  Fine  horizontal  cracks  across  face 
at  4  ft.,  6  ft.,  7  ft.,  7*/2  ft.,  8  ft.,  9l/2  ft.,  and  11  ft.  up.  On  north  side,  lath 
exposed  near  west  corner,  5  in.  by  18  in.,  6  ft.  up.  On  south  side,  lath 
exposed  on  southwest  corner,  1  in.  by  2  in.,  from  7  ft.  up  to  top;  fine  hori- 
zontal cracks  across  face  at  5  ft.  and  8  ft.  up.  On  east  side,  vertical  crack 
runs  full  length  near  south  corner;  fine  horizontal  cracks  at  2l/2  ft.,  4  ft. 
and  6  ft.  up.  Plaster  cracked  and  lath  exposed  on  all  sides  at  bottom  of 
bracket.  Column  expanded  0.14  in.  during  the  fire  test.  No  contraction 
during  the  water  test.  (See  Fig.  46.) 

Subsequent  Fire  Test 

Since  protection  was  little  injured  by  the  fire  and  water  test,  it  was 
subjected  to  a  second  fire  test  to  failure  on  the  day  following  the  fire  and 
water  test. 

5  min. — plaster  bulging  out  2  in.  on  north  at  bottom  of  bracket.  7  min. — 
crack  on  west  at  southwest  corner  open  l/2  in.,  7  ft.  to  8  ft.  up,  extending 
further  4  ft.  vertically  at  11  min.  14  min. — bulging  of  plaster  on  southeast 
below  bracket.  39  min. — plaster  bulging  away  from  lath  in  places  on  south- 
west corner  fronj  7  ft.  up  to  top.  46  min. — northeast  corner  cracks  opening 
up,  &y2  ft.  to  11  ft.  up.  1  hr. — bulging  of  plaster  increasing  on  all  faces  at 
bracket.  1  hr.,  54  min. — no  change  except  all  cracks  opening  up  slightly. 
2  hr.,  25  min. — about  one  half  of  lath  exposed  at  bracket  on  west.  2  hr., 
28  min. — small  areas  of  lath  exposed  at  bracket  on  east.  2  hr.,  47%  min. — 
failure  with  buckling  to  west,  maximum  at  7^  ft.  above  base.  Column 
expanded  maximum  of  0.92  in.  at  2  hr.,  30  min.  From  this  point  to  one 
minute  before  failure  it  compressed  y2  in.  (Figs.  87,  144  and  46.) 

(e)    Reinforced  Concrete  Columns 

Test  No.  111.  Square  Vertically  Reinforced  Concrete.  Upper  section, 
limestone;  middle  section,  Meramec  River  gravel;  lower  section,  limestone. 

Fire  Test 

14  min.  to  24  min. — slight  spalling  of  small  pieces  from  corners  in 
middle  section.  26  min.  to  31  min. — cracking  of  concrete  in  middle  section 
on  all  sides,  cracks  •&  in.  to  iV  in.  wide,  and  12  in.  to  30  in.  long;  cracking 
and  crushing  at  southwest  corner  6^  ft.  up,  cracks  extending  diagonally 
downward  on  both  south  and  west  faces.  36  min. — upper  and  lower  sec- 
tions apparently  unaffected.  36^  min. — crack  on  south  4*/2  ft.  up,  extending 
downward  to  2  ft.  above  base.  37  min.— cracks  on  southwest  6*/2  ft.  up, 
now  open  ^  in.  46  min. — same  crack  open  \y2  in.,  new  crack  extending 
upward  12  in.  from  same;  crack  on  east,  5^  ft.  up,  open  ^  in.  48  min. — 
small  vertical  and  diagonal  cracks  extending  from  crack  at  southeast 
corner  4H  ft.  to  *5H  ft.  up.  53  min. — -rV  in.  vertical  and  diagonal  cracks 
near  northwest  corner  on  north  and  west  5  ft.  up.  60  min. — gas  shut  off; 
very  little  spalling;  concrete  at  southwest  corner  in  middle  section,  crushed. 


LOG  OF  FIRE  AND  WATER  TESTS  173 

Water  Test 

6\l/2  min. — water  applied  to  column;  50-lb.  pressure.  63  min. — steam 
heavy;  observations  impossible.  63%  mm- — concrete  spalled  to  reinforcing 
~od  on  northwest  corner  in  lower  half.  63^  min. — west  face  washed  off  to 
ibout  iy2-'m.  depth.  64  min. — northwest  rod  exposed  to  10  ft.  up.  64%  min. — 
southwest  rod  exposed  to  11  ft.  up.  65  min. — concrete  washed  off  in.  middle 
of  column  on  west  exposing  tie.  65%  min. — little  change  during  past  $4 
nin.  66%  min. — water  off;  duration  of  water  test,  5  min. 

After  test.      Concrete  washed  off  both  corners   of  west  face  4  in.   by 

4  in.  exposing  reinforcing  rods,   1  ft.  to  11  ft.  up.     In  center  of  west  face 

concrete  is  washed  off  to  average  depth  of  1  in.  in  upper  section,  2  in.  in 

niddle    section    exposing    ties,    and    %    in.    in    lower    section.       On    north, 

ast  and  south  faces,  concrete  in  place  in  upper  and  lower  sections  except 

i  west  corners;  in  middle  section,  concrete  washed  off  south  face  to  depth 

f  1  in.,  4%  ft.  to  5%  ft.  up,  and  off  north  face  to  death  of  y2  in.  in  places 

om  4  ft.  to  6  ft.  up;  east  side  unaffected  by  water  but  has  several  vertical 

acks  in  middle  sections  from  the  fire  test.     Estimated  minimum  area  of 

oss  section  of  concrete  not  spalled  or  loose  in  middle  section,  187  sq.  in., 

decrease  of  a  little  more  than  25  percent  of  the  original  section.     Column 

-panded  0.28   in.  during  the  fire   test  and   contracted  0.09   in.   during   the 

-iter  test. 

Load  Test 

On  the  following  day  the  column  was  loaded  to  failure  at  379,000  Ib. 
Column  failed  by  diagonal  shearing  from  a  point  4%  ft.  up  on  southeast 
corner  to  a  point  8%  ft.  up  on  northwest  corner.  No  cracking  or  yield- 
ing was  noted  before  the  maximum  load  was  applied.  (Figs.  88  and  145.) 

Test  No.  112.  Round  Vertically  Reinforced  Concrete.  Upper  section, 
limestone;  middle  section,  Meramec  River  gravel;  lower  section,  Joliet 
gravel. 

Fire   Test 

18  min. — flaking  on  southeast  corner,  6  ft.  up.  23  min.  to  25  min. — flaking 
in  middle  section  on  south  and  east.  30  min. — concrete  crushed  on  south,  6 
ft.  to  7%  ft.  up,  cracks  opening  to  %  in.  at  32  min.,  loose  pieces  ready  to 
fall.  31  min. — vertical  crack  on  southwest  %  in.  wide,  4  ft.  to  7%  ft.  up. 
39  min. — crack  on  south,  6  ft.  to  7  ft.  up,  open  ^  in.  43  min. — several  new 
cracks  %  in.  wide  and  about  12  in.  long  in  middle  section.  51  min.  to  57 
min. — spalling  in  middle  section  to  depth  of  \l/2  in.;  upper  and  lower  sec- 
tions intact.  60  min. — gas  shut  off. 

Water  Test 

61%  min. — water  applied  to  column;  50-lb.  pressure.  62%  min. — con- 
crete washed  off  exposing  tie  on  west,  middle  section.  62%  min. — some 
concrete  fell  on  south,  middle  section.  63%  min. — some  concrete  fell  on 
south,  2  ft.  to  5  ft.  up.  64  min. — reinforcing  bars  exposed  on  west  in  lower 

7  ft.     64%  min. — piece  fell  on  west,  7  ft.  up.     66  min. — piece  fell  on  south, 

8  ft.  up;  not  much  change  during  past  2  min.     66%  min. — water  off;  dura- 
tion of  water  test,  5  min. 

After  test.  Concrete  off  to  reinforcing  bars  from  3  ft.  to  8%  ft.  up  on 
west  and  from  3  ft.  to  8  ft.  up  on  south;  also  piece  off,  1  in.  by  6  in.  by 
12  in.,  at  12  ft.  up,  and,  1  in.  by  4  in.  by  5  in.,  at  11  ft.  up  on  west.  On 
north  concrete  loose  to  outside  of  ties,  2  ft.  to  6  ft.  up  and  piece  off,  1% 
in.  by  12  in.  by  6  in.,  at  6%  ft.  up.  On  east,  crack  y2  in.  wide  from  6  ft.  to 
9%  ft.  up;  concrete  shattered  near  middle.  Crack  on  northeast  corner,  % 
in.  wide,  1%  ft.  to  4%  ft.  up.  Several  smaller  horizontal  and  vertical  cracks. 
Section  at  middle  of  column  reduced  about  30  percent  due  to  spalled  or 
loose  concrete.  Column  expanded  0.14  in.  during  the  fire  test  and  contracted 
0.02  in.  during  the  water  test. 

Load  Test 

On  the  following  day,  the  column  was  loaded  to  failure  at  423,000  Ib. 
Failure  occurred  by  diagonal  shearing  from  5  ft.  up  on  north  to  7  ft.  up  on 
south.  Cracking  sounds  were  heard  at  about  290,000  Ib.  which  increased  as 
failure  was  approached.  (Figs.  88  and  145) 


174  RESULTS  OF  FIRE  AND  WATER  TESTS 

Test  No.  113.  Hooped  Reinforced  Concrete.  Upper  section,  trap;  mid- 
dle section,  Meramec  River  gravel;  lower  section  granite. 

Fire  Test 

9  min.  to  20  min. — flaking,  and  cracking  in  middle  section,  cracks  54  in. 
maximum,  2  ft.  to  3  ft.  long.  21  min. — piece  ^  in.  by  4  in.  by  4  in.  spalled 
on  southwest,  5  ft.  up.  22  min. — crack  on  southwest  in  middle  section  open 
24  in.  23  min. — flaking  and  buckling  of  concrete  shell  general  in  middle 
section.  27  min. — piece  1  in.  by  4  in.  by  10  in.  spalled  on  southwest,  4*/£ 
ft.  up.  28  min. — piece  spalled,  1%  in.  by  10  in.,  on  south  4  ft.  to  7  ft.  up. 
34  min, — buckling  of  concrete  shell  in  middle  section  to  2  in.  maximum.  37 
min. — upper  and  lower  sections  intact  except  for  cracks  extending  from 
middle  section.  38  min. — spalling  on  south,  4  ft.  to  8  ft.  up;  spiral  exposed 
for  8  turns  on  10  in.  width.  43  min. — concrete  shell  on  west,  middle  section, 
standing  out  2  in.  43^  min. — spalling  on  east,  4  ft.  to  8  ft.  up;  spiral  exposed 
for  16  turns  on  5  in.  width.  46  min.— cracks  on  west  extending  down  to 
1  ft.  from  base,  are  tf>  in.  wide  at  3  ft.  up,  opening  to  \y2  in.  at  52  min.  58 
min. — cracks  on  east  in  middle  section  extending  down  to  3  ft.  above  base; 
finer  cracks  below.  60  min. — gas  shut  off. 

Water  Test 

61 1/4  min. — water  on;  50-lb.  pressure.  6\l/2  min. — hose  burst;  water 
shut  off;  concrete  stripped  to  spiral  on  west  from  1  ft.  to  Sl/2  ft.  up  and  partly 
on  north  and  south,  2  ft.  to  6  ft.  up;  above  this  on  north  and  south  con- 
crete off  to  within  1  in.  from  spiral;  aggregate  split  on  plane  of  spiral.  79^ 
min. — water  again  applied;  80*4  min. — pieces  fell  on  west,  exposing  spiral 
at  6Y2  ft.  up.  80^4  min.— pieces  fell  on  west  exposing  spiral  in  upper  section. 
82  min. — one-half  of  the  circumference  of  the  spiral  exposed  on  west  up  to 
9  ft.  above  base  and  one-fourth  of  its  circumference  exposed  above  this 
point;  little  change  during  past  two  minutes  except  concrete  washed  out 
between  wires.  84J4  min. — water  shut  off;  total  duration  of  water  test,  5 

After  test.  Concrete  washed  off  to  spiral  all  around  in  middle  section, 
4  ft.  to  8  ft.  up.  In  lower  section,  spiral  exposed  all  around  1  ft.  to  4  ft. 
up  except  for  strip  about  12  in.  wide  on  east.  In  upper  section,  spiral  exposed 
for  about  half  of  circumference  on  west,  8  ft.  to  10^  ft.  up,  and  for  about 
one-fourth  of  circumference  up  to  12  ft.  above  base.  Column  expanded  0.14 
in.  during  the  fire  test  and  contracted  0.045  in.  during  the  water  test. 

Load  Test 

On  the  following  day  the  column  was  loaded  until  failure  occurred  at 
536,000  lb.,  6y2  ft.  above  base.  All  bars  buckled  put  1%  in.  and  the  spiral 
wire  broke  in  tension  with  reduced  section.  Faint  cracking  sounds  were 
first  heard  at  about  300,000  lb.  At  400,000  lb.  the  compressive  deformation 
iue  to  a  given  load  increment  was  about  twice  that  at  the  start,  and  500,- 
000  lb.,  about  five  times  the  initial  rate.  (Figs.  89  and  145.) 

(f)  Unprotected  Cast  Iron  Columns 

Test  No.  114.     Round  Cast  Iron.     Vertically  cast.     Unprotected. 

Fire  Test 

22y2  min. — gas  shut  off;  column  glowing  low  red  in  lower  half;  no  vis- 
ible deflection. 

Water  Test 

23  min. — water  applied  to  column;  30  lb.  pressure.  23^4  rnin. — column 
still  glowing  on  north,  east  and  south.  23^4  min.— still  glowing  on  east. 
24  min. — water  off;  duration  of  water  test  1  min.;  column  still  glowing  in 
lower  third  on  east. 

After  test  Column  unaffected  as  far  as  could  be  seen  except  for  deflec- 
tion of  1^  in.  to  west,  4  ft.  above  base.  Column  expanded  0.99  in.  during 
the  fire  test  and  contracted  0.51  in.  during  the  water  test.  (See  Fig.  46). 

Load  Test 

On  the  following  day  the  column  was  loaded  to  failure  and  supported  a 
maximum  load  of  527,000  lb.  Pumping  was  continued  but  load  fell  off  grad- 


LOG  OF  FIRE  AND  WATER  TESTS  175 

ually  until  at  428,000  Ib.  column  broke  in  two  with  great  violence,  6  ft.  above 
base.  During  the  loading  the  column  deflected  %  in.  to  west  at  center  at 
445,000  Ib.,  and  y2  in.  at  520,000  Ib.  Fracture  coarse  gray,  crystalline-  break 
very  jagged.  (Figs.  89,  146  and  46.) 

Test  No.  115.     Round  Cast  Iron.     Vertically  cast.    Unprotected. 

Fire  Test 

20  min. — trace  of  color  visible  on  column.  30  min. — gas  shut  off;  column 
glowing  low  red  entire  length;  no  visible  deflection. 

Water  Test 

31^4  min. — water  applied  to  column;  30  Ib.  pressure.  3ll/>  min. — column 
still  glowing  on  north,  east  and  south.  31^4  min. — still  glowing  on  east.  32 
min. — still  glowing  in  lower  half  on  east.  32%  min. — water  off;  duration  of 
water  test,  1  min.;  no  color  on  column. 

After  test.  Column  unaffected  as  far  as  could  be  seen  except  for  de- 
flection of  %  in.  to  west  5*/>  ft.  above  base.  Column  expanded  %  in.  during 
the  fire  test  and  contracted  f£  in.  during  the  water  test.  (See  Fig.  45.) 

Load  Test 

On  the  following  day  the  column  was  loaded  and  supported  a  maximum 
load  of  502,000  Ib.  Pumping  was  continued  with  load  decreasing  until  at 
348,000  Ib.  it  was  removed  to  avoid  breaking  the  column.  During  the  test, 
column  deflected  $£  in.  to  east  at  center  at  290,000  Ib.  when  deflection  changed 
direction.  At  450,000  Ib.  it  was  MJ  in.  east  increasing  rapidly  to  the  west 
until  at  maximum  load  it  was  \y2  in.  west.  Deflection  continued  to  increase 
until  load  was  removed  when  column  recovered  a  large  part  of  the  deflec- 
tion. (Figs.  89,  145  and  46.) 


XII.     GENERAL  SUMMARY  AND  DISCUSSION 

Included  under  this  head  are  considerations  relative  to  the 
quality  of  the  materials  of  the  test  columns  and  their  coverings; 
the  general  effects  of  load,  fire  and  water;  the  useful  limit  of  the 
various  types  of  columns  as  loaded  and  exposed  to  fire ;  test  dura- 
tions, effects  of  methods  of  application  and  causes  of  variation  in 
results. 

1.     CHARACTERISTICS  OF  COLUMNS  AND 
THEIR  MATERIALS 

These  relate  to  the  structural  quality  of  the  test  columns  and 
the  physical  and  thermal  effects  of  load  and  fire. 

(a)  Structural  Steel  Columns 

(1)  Material  and  Fabrication. — The  < structural  steel  for  the 
test  columns  was  made  by  the  open-hearth  process  in  four  mills  in 
different  localities  and  in  point  of  chemical  and  mechanical  proper- 
ties came  fairly  within  accepted  specification  limits.    Measurements 
of  area  of  structural  sections  indicated  general  agreement  with  the 
nominal  or  handbook   areas   within   one   percent,   although   a   few 
measured  areas  differed  from  the  nominal  by  amounts  up  to  4  per- 
cent. 

The  columns  were  detailed  according  to  standards  of  current 
practice,  and  as  furnished  fabricated  by  five  companies,  no  defects 
due  to  faulty  design  or  fabrication  were  noted  before  test  or  de- 
veloped as  a  result  of  the  tests,  except  that  the  bearings  as  received 
were  too  uneven  to  insure  uniform  distribution  of  load  (p.  19). 

A  number  of  structural  steel  columns  that  had  been  subjected 
to  "fire  and  water  tests  in  the  protected  condition  without  injury  to 
the  steel,  were  subsequently  stripped  of  their  covering  and  loaded 
to  failure,  the  maximum  loads  sustained  being  30,600  to  37,600  Ib. 
per  sq.  in.,  which  represent  ultimate  factors  of  safety  from  a  little 
less  than  3  to  over  4  on  the  computed  working  loads. 

(2)  Effect  of  Slenderness  Ratio. — The  slenderness  ratio  / — \ 

1  r  \ 

within  the  limits  40  to  80  appears  to  have  little  influence  on  the 
strength  of  structural  steel  building  columns  as  exposed  to  fire. 
In  the  case  of  some  of  the  columns  of  higher  slenderness  ratio, 
deflections  were  larger  at  a  given  stage  of  the  test  than  for  columns 

176      * 


CHARACTERISTICS  OF  COLUMNS  AND  THEIR  MATERIAL  177 

of  more  rigid  section.  The  columns  had  flat  end  bearings,  the 
upper  end  being  fully  restrained  and  the  lower  end  partly  restrained 
by  the  base  angles  and  anchor  bolts  (p.  88). 

(3)  Lateral  Deflection. — The  direction  of  the  lateral  deflec- 
tion before  and  after  failure  conformed  with  the  line  of  least  rigidity 
of  the  section,  except  in  a  few  cases  where  the  direction  of  the 
deflection  was  influenced  by  local  heating  of  portions  of  the  column. 
Deflections  immediately  before  failure  of  a  little  over  two  inches 
were  noted  in  a  few  tests,  although  generally  they  were  between 
\y2  and  2  in.     Decided  lateral  deflection  did  not  as  a  rule  develop 
until  the  point  of  maximum  expansion  had  been  passed. 

(4)  Vertical  Deformation. — Steel  columns  when  loaded  and 
exposed  to  fire  expand  up  to  a  point  where  the  rate  of  compression 
of  the  metal  due  to  the  load  becomes  equal  to  or  greater  than  the 
thermal  expansion.    The  total  expansion  varied  from  %  in.  for  the 
columns  nearly  uniformly  heated  over  the  12  ft.  exposed  length,  to 
Y%  in.  for  those  subjected  to  local  heating  due  to  failure  of  portions 
of  the  covering. 

The  measured  expansion  per  unit  length  up  to  the  point  of 
maximum  expansion,  as  measured  over  a  37-in.  gauge  length,  varied 
from  0.0044  to  0.0066,  the  lower  values  being  due  mainly  to  local 
heating.  The  unit  expansion  per  degree  C.  rise  of  temperature, 
or  coefficient  of  expansion  of  the  columns  as  loaded  and  exposed 
to  fire,  averaged  0.0000125  (0.000007  per  degree  F.)  as  taken  from 
room  temperature  up  to  the  point  where  decided  yielding  of  the 
metal  was  apparent. 

(5)  Load  Carried  by  the  Covering. — On  application  of  work- 
ing, load,  the  covering  takes  portions  of  the  load  proportionate  to  its 
area  and  rigidity  with   reference  to  the  steel.     With  increase  of 
temperature  the  higher  rate  of  expansion   of  the   steel  causes   a 
larger  portion  of  the  load  to  be  transferred  to  the  steel  section,  this 
condition  continuing  up  to  the  point  of  maximum  expansion.     Sub- 
sequently, the  compressive  yielding  of  the  steel  causes  load  to  be 
again  transferred  to  the  covering,  the  amount  depending  on  the 
stability  and  load  carrying  capacity  retained  by  the  covering  mate- 
rials after  the  fire  exposure. 

(6)  Average  Effective  Temperatures. — For  the  steel  columns 
for  which  average  effective  temperature  determinations  were  made 
(Table  43,  p.  136-137),  the  range  at  maximum  expansion  was  from 
484  to  593°  C.  (903  to  1099°  F.)  with  an  average  of  530°  C.  (986° 


178  GENERAL  SUMMARY  AND  DISCUSSION 

F.).  At  failure  the  average  temperature  range  was  from  570  to  837° 
C.  (1058  to  1539°  F.),  the  average  of  all  determinations  being  668° 
C.  (1234°  F.).  The  applied  working  loads  if  carried  by  the  steel 
alone  correspond  to  stresses  of  8,900  to  14,500  Ib.  per  sq.  in.,  as  vary- 
ing for  the  different  structural  sections,  the  average  being  11,600  Ib. 
per  sq.  in.  (Table  41,  p.  110). 

.  The  lower  temperatures  given  above  correspond  nearly  with 
those  that  hold  for  steel  at  maximum  expansion  and  at  failure 
under  the  given  unit  loads.  The  higher  temperatures  obtained  in 
the  tests  where  the  covering  carried  portions  of  the  load,  this  effect 
being  much  less  marked  at  maximum  expansion  than  at  failure. 

(7)  General  Cause  of  Failure. — The  failure  in  the  fire  test 
was  due  in  all  cases  to  decrease  in  mechanical  strength  of  steel 
with  increase  of  temperature.  The  temperature  required  to  cause 
failure  depended  mainly  on  the  unit  load  carried  by  the  structural 
section,  although  uneven  stress  distribution  as  caused  by  incidental 
eccentricity  of  load  application,  uneven  bearings  and  deflection  of 
the  column,  entered  as  possible  modifying  conditions.  The  general 
or  local  lateral  deflections  occurring  immediately  before  failure 
were  due  to  yielding  of  the  metal  and  can  be  considered  as  failure 
effects. 

The  deflection  and  distortion  at  failure  caused  large  perma- 
nent loss  of  load  carrying  capacity,  depending  on  the  amount  of 
the  deflection  and  the  rigidity  of  the  section,  the  remaining  strength 
being  estimated  at  5  to  50  percent  of  that  before  test. 

(b)  Cast  Iron  Columns 

(1)  Material  and  Manufacture. — Of  the  ten  cast  iron  columns 
tested,  seven  were  cast  horizontally  and  three  were  cast  in  vertical 
position.  The  iron  of  the  horizontally  cast  columns  conformed  with 
published  specifications  for  gray-iron  castings  in  point  of  chemical 
and  physical  properties,  the  specimens  being  cut  from  the  ribs  in 
the  head  section  of  the  columns.  The  tests  made  on  the  iron  of 
the  vertically  cast  columns  were  too  few  to  be  conclusive  but  they 
indicated  difference  in  the  strength  of  the  iron  of  15  to  20  per  cent 
a's  between  the  two  ends  of  the  column  (Table  9,  p.  354). 

The  wall  thickness  of  the  columns  differed  from  the  nominal 
thickness  by  a  maximum  of  J4  m-  f°r  the  horizontally  cast  columns 
and  A  in.  for  the  vertically  cast  pipe  columns,  the  difference  being 
caused  mainly  by  displacements  of  the  molding  core  in  casting  the 
columns. 


CHARACTERISTICS  OF  COLUMNS  AND  THEIR  MATERIALS  179 

Two  of  the  vertically  cast  columns  that  had  been  subjected  to 
fire  and  water  tests  which  induced  permanent  lateral  deflections  in 
one  of  %  in.  and  in  the  other  of  1J6  in.,  were  subsequently  loaded 
to  failure,  the  maximum  sustained  being  36,400  and  34,700  Ib.  per 
sq.  in.,  respectively. 

(2)  Deformation  and  Temperature. — The  same  general  char- 
acteristics   of    deformation    and    temperature    obtained    for    the 
cast  iron  as  for  the  steel  columns.    The  average  unit  expansion  at- 
tained by  the  cast  iron  columns  was  0.0064  against  0.0054  for  the  steel 
columns,  the  average  temperature  at  maximum  expansion  and  at 
failure  being  about  70°  C.  (126°  F.)  higher  than  as  obtained  with 
the  steel  columns,  the  difference  being  due  to  the  lower  allowable 
working  loads  applied  to  the  cast  iron.     The  average  applied  unit 
loads,  if  assumed  carried  by  the  metal  section  alone  was  6500  Ib. 
per  sq.  in.  as  compared  with  11,600  Ib.  per  sq.  in.  average  for  the 
steel  columns,  a  difference  that  was  considerably  reduced  by  the 
interaction  of  the  coverings,  which  were  heavier  around  the  steel 
columns  and  generally  carried  larger  proportions  of  the  applied 
loads  than  those  of  the  cast  iron  columns. 

(3)  Cause  and  Character  of  Failure. — Failure  in  the  fire  test 
was  primarily  due  to  inability  of  the  metal  to  sustain  load  at  the 
given  temperature,  the  buckling  and  fracture  incident  with  failure 
being  in  the  nature  of  failure  effects.     The  partial  or  full  fracture 
of  the  metal  section  at  one  or  more  points,  resulted  in  almost  com- 
plete loss  of  load  sustaining  capacity.     The  direction  of  the  de- 
flection for  the  columns  having  uneven  wall  thickness  was  quite 
uniformly  toward  the  side  with  the  heavier  thickness,  due  evidently 
to  compressive  yielding  of  the  thinner  and  more  highly  stressed 
metal  on  the  opposite  side. 

(c)  Pipe  Columns 

(1)  Material  and  Manufacture. — No  tests  of  the  metal  of  the 
pipes  were  obtained  but  the  material  was  apparently  mild  steel  with 
yield  point  between  27,000  and  33,000  Ib.  per  sq.  in.  The  metal  was 
of  standard  thickness.  Cylinders  taken  of  the  l:lj^:3:  concrete 
mixed  for  the  filling  of  the  plain  pipe  column  developed  an  average 
compressive  strength  of  very  nearly  4000  Ib.  per  sq.  in.  at  the  time 
the  column  was  tested. 

The  columns  were  filled  at  the  manufacturer's  plant  and  fur- 
nished'complete  with  bearing  details,  the  latter  being  arranged  to 
approximate  conditions  of  use  in  buildings  (Fig.  7,  p.  28). 


180  GENERAL  SUMMARY  AND  DISCUSSION 

(2)  Deformation  and  Temperature. — The  metal  being  ex- 
posed, attained  early  in  the  fire  test  a  higher  temperature  than  the 
filling,  and  expanding  away  from  the  latter,  would  assume  most 
of  the  applied  load,  the  unit  stress,  if  all  of  the  load  was  carried  by 
the  pipe  metal,  being  16,500  Ib.  per  sq.  in.  for  the  plain  concrete- 
filled  pipe  column.  The  point  of  maximum  expansion  was  in  this 
case  well  defined  and  was  attained  at  an  earlier  period  and  lower 
temperature  than  in  tests  of  steel  and  cast  iron  columns  of  about  the 
same  duration,  due  to  the  higher  load  sustained  by  the  metal.  The 
compressive  deformation  subsequent  to  maximum  expansion  was 
large  and  developed  the  strength  of  the  concrete  filling  before  fail- 
ure occurred. 

The  reinforced  pipe  column  which  had  structural  angles  em- 
bedded in  the  concrete  filling,  expanded  only  a  small  amount  dur- 
ing the  fire  test,  yielding  of  the  pipe  metal  under  the  high  induced 
stresses  beginning  early  in  the  test.  Toward  the  end  of  the  test 
the  temperature  of  the  pipe  was  so  high  that  it  could  have  sustained 
only  a  small  part  of  the  load,  which  must  have  been  carried  mainly 
by  the  steel  reinforcement  with  stresses  too  high  to  permit  much 
expansion. 

Lateral  deflections  began  at  about  the  time  the  pipe  metal  be- 
gan to  yield  and  increased  as  failure  was  approached. 

(d)  Reinforced  Concrete  Columns 

(1)  Mechanical  Properties  of  the  Concrete. — Made  under 
conditions  approximating  those  obtaining  in  building  construction, 
the  concrete  developed  wide  variability  in  strength  and  elastic 
properties,  the  principal  cause  of  which  was  difference  in  water 
content  of  the  concrete  mixture.  The  average  compressive  strength 
of  8  by  16-in.  cylinders  of  1 :2 :4  limestone  and  of  trap  rock  con- 
crete made  from  the  concrete  mixed  for  the  reinforced  columns  was 
1525  Ib.  per  sq.  in.  at  28  days  and  1930  Ib.  per  sq.  in.  at  16  months, 
with  maximum  variations  above  and  below  the  averages  of  67  and 
54  percent,  respectively.  The  modulus  of  elasticity  at  650  Ib.  per 
sq.  in.  had  an  average  value  of  3,080,000  Ib.  per  sq.  in.  with  concrete 
aged  16  months,  its  variability  being  somewhat  greater  than  that  of 
the  compressive  strength.  This  variability  in  strength  and  elastic 
properties  appears  to  have  had  little  influence  on  the  fire  resistance 
of  the  concrete. 


CHARACTERISTICS  OF  COLUMNS  AND  THEIR  MATERIALS  181 

(2)  Deformation  and  Temperature.  —  Maximum  unit  expan- 
sion of  0.0023  to  0.0046  were  observed  in  fire  tests  of  reinforced 
concrete  columns,  the  average  being  about  one-half  of  that  found  ' 
for  cast  iron  columns.  The  indications  are  that  a  considerable  por- 
tion of  the  expansion  was  due  to  the  vertical  steel  reinforcement, 
maximum  expansion  being  coincident  with  temperatures  in  the 
reinforcement  of  400  to  500°  C,  in  which  region  yielding  of  the 
metal  takes  place  under  stresses  that  were  likely  to  be  induced  in 
the  bars  by  their  higher  expansion  rate  with  reference  to  the  con- 
crete. With  limestone  or  trap  rock  concrete  and  with  lateral  ties 
not  less  than  12  inches  apart,  no  tendency  for  the  vertical  bars  to 
buckle  before  failure  was  noted. 

Following  maximum  expansion,  the  columns  gradually  com- 
pressed, the  rate  being  less  rapid  than  for  steel  and  cast  iron 
columns  (Figs.  169  to  171).  Temperatures  at  failure  in  the  center 
of  the  trap  rock  concrete  columns  that  failed  in  the  fire  test  aver- 
aged 450°  C.  (842°  F.)  and  in  the  vertical  reinforcing  bars,  894°  C. 


(3)  Character  of  Failure.  —  The  columns  failed  locally  by  com- 
pression or  by  combined  compression  and  shearing  on  inclined 
planes,  the  vertical  bars  buckling  and  lateral  ties  or  hooping,  break- 
ing or  yielding  at  the  point  of  failure.  No  large  lateral  deflections 
developed  either  before  or  at  failure. 

(e)  Timber  Columns 

(1)  Quality  of  Material.  —  The  timber  was  longleaf  pine  and 
Douglas  fir  of  select  structural  grade,  and  conformed  with  the  re- 
quirements of  published  specifications  for  structural  timber  (Table 
2,  p.  34). 

(2)  Deformation  and  Temperature.  —  Except  for  slight  expan- 
sions noted  during  the  first  few  minutes  of  the  test,  the  timber  con- 
tracted or  compressed  under  the  combined  load  and  fire  condition, 
most  of  the  deformation  occurring  in  the  wood  at  its  bearings  on 
the  metal  cap  introduced  near  the  top  of  the  column,  the  crushing 
of  the  wood  at  these  points  causing  progressive  depression  of  the 
top  of  the  timber  columns  (Fig.  47,  p.  140). 

The  temperature  in  the  timber  away  from  the  surface  and  the 
cap  bearings  was  retarded  by  the  evaporation  of  moisture  and  the 
low  heat  conductivity  of  the  wood,  and  did  not  exceed  100°  C. 
(212°  F.)  until  near  failure  (Figs.  140  and  141).  In  the  metal  cap 
at  the  edge  of  the  column  bearing,  the  temperatures  at  failure 
varied  for  the  different  tests  from  432  to  544°  C.  (810  to  1011°  F.) 
(Table  43,  p.  136). 


182  GENERAL  SUMMARY  AND  DISCUSSION 

(3)  Cause  of  Failure. — The  cause  of  failure  of  the  timber 
columns  was  loss  of  strength  of  the  wood  at  the  cap  bearings,  due 
to  conduction  of  heat  from  the  flanges  of  the  metal  caps  to  the  bear- 
ing plates  and  into  the  wood.  The  consequent  softening  of  the 
wood  caused  the  columns  to  slip  laterally  on  their  bearings  with 
the  steel  plate  caps  and  to  fracture  the  cast  iron  caps.  While  the 
test  fire  reduced  the  area  of  the  columns  by  29  to  55  percent,  their 
resistance  to  fire  and  load  outside  of  the  bearings  was  not  fully 
developed  in  the  tests. 

2.     USEFUL  LIMITS 

The  useful  limit  point  with  reference  to  fire  exposure  of 
columns  is  here  taken  as  the  limit  of  the  period  within  which  the 
effects  on  the  elements  designed  to  carry  load  do  not  permanently 
impair  their  essential  structural  properties  to  such  extent  as  to 
make  them  unsuitable  for  further  use. 

(a)    Structural  Steel  and  Cast  Iron  Columns 

The  test  characteristics  indicate  that  for  columns  restrained  at 
the  ends  and  with  slenderness  ratio  not  exceeding  80,  the  useful 
limit  is  approximately  equal  to  the  period  of  expansion  as  given  in 
Table  43  (p.  136)  and  Fig.  45  (p.  134).  The  measured  center  deflec- 
tions of  columns  within  the  given  — limit  did  not  exceed  one-half  inch 

at  the  end -of  the  expansion  period.  The  deflection  of  some  of  the  col- 
umns of  higher  slenderness  ratio  was  larger,  although  at  the  given 
stage  all  measured  deflections  were  within  one  inch.  Since  failure  in 
details  such  as  riveting  was  not  apparent  in  any  test,  unfavorable 
conditions  in  this  respect  could  not  have  existed  at  any  time  preced- 
ing failure. 

Recent  tests  made  by  the  Bureau  of  Standards  on  specimens 
of  structural  shapes  that  were  heated  under  load  up  to  the  point 
of  maximum  expansion  and  cooled,  indicate  little  or  no  distortion 
of  shape,  loss  in  strength  or  change  in  elastic  properties.  The 
compressive  set  on  cooling  and  removal  of  load  was  not  large 
enough  to  be  objectionable  as  applied  to  a  building  column. 

In  case  of  the  structural  steel  columns  with  2-in.  Chicago  lime- 
stone or  Joliet  gravel  concrete  coverings,  the  interval  between 
maximum  expansion  and  failure  was  equal  to  73  percent  or  more 
of  the  expansion  period,  and  considering  the  consequent  lower  rate 
of  deformation  of  the  column,  the  useful  limit  may  possibly  extend 


USEFUL  LIMITS  183 

considerably  beyond  the  expansion  period.  The  same  applies  to 
the  columns  with  4-in.  concrete  coverings  made  with  the  Chicago 
limestone  aggregate,  which  withstood  the  fire  test  in  excess  of 
eight  hours. 

Damage  to  the  covering  is  not  considered  in  the  above  dis- 
cussion as  it  is  commonly  not  regarded  as  a  load-carrying  element. 

(b)   Pipe  Columns 

For  the  unreinforced-  pipe  column  the  useful  limit  can  be  taken 
as  the  period  of  expansion  in  the  fire  test. 

For  the  reinforced  pipe  column,  the  transfer  of  load,  as  caused 
by  successive  heating  and  expansion,  first  to  the  pipe  and  later  to 
the  structural  steel  reinforcement,  confounds  the  relation  existing 
between  maximum  expansion  and  useful  limit.  The  temperatures 
on  the  outside  of  the  pipe  indicate  that  the  useful  limit  was  reached 
after  between  20  and  30  min.  of  fire  exposure.  The  center  lateral 
deflection  at  the  end  of  this  interval  was  £4  in- 

(c)    Reinforced  Concrete  Columns 

The  reinforced  concrete  columns  expanded  less  than  the  steel 
and  cast  iron  columns,  reached  their  point  of  maximum  expansion 
at  a  relatively  earlier  stage,  and  the  subsequent  compressive  de- 
formations and  center  deflections  were  smaller.  Comparisons  of 
the  temperatures  of  the  reinforcing  bars  and  the  attending  unit 
deformation  indicate  the  presence  of  high  compressive  stresses,  al- 
though with  concrete  of  the  given  aggregates  and  the  methods  of 
tying  employed,  no  tendency  to  buckle  before  failure  was  noted. 
For  the  columns  that  withstood  the  8-hr,  fire  test  and  sustained 
large  additional  loads  before  failure,  it  is  believed  that  the  useful 
limit  extended  up  to  the  end  of  the  fire  test.  In  the  case  of  the 
columns  that  failed  in  the  fire  test  or  sustained  but  small  additional 
load  after  8  hr.,  the  matter  is  more  indeterminate,  although  it  can 
be  stated  that  large  compressive  deformations  did  not  obtain  until 
within  the  \y2  hours  preceding  failure. 

These  considerations  do  not  preclude  damage  to  the  outer  con- 
crete covering  which  it  might  be  necessary  to  repair  or  replace  after 
fire  exposures  within  the  useful  limit. 

(d)    Timber  Columns 

The  effect  that  limits  the  usefulness  of  timber  columns  after 
fire  exposure,  as  far  as  it  concerns  the  timber,  is  surface  damage 


184  GENERAL  SUMMARY  AND  DISCUSSION 

from  burning  away  of  the  wood  with  consequent  reduction  of  effec- 
tive section.  Large  compressive  deformation  of  the  column  due  to 
impairment  of  the  unburned  wood  from  the  heat,  apparently  ob- 
tains only  for  points  nearer  failure.  The  amount  of  reduction  in 
area  that  can  be  allowed  depends  on  the  basis  of  design.  In  com- 
mon with  general  practice,  the  whole  area  of  the  test  columns  was 
assumed  to  carry  load,  no  portion  being  deducted  as  protection. 
Assuming  that  the  initial  factor  of  safety  was  no  more  than  ade- 
quate, minor  reductions  in  area  would  render  the  column  unfit  for 
further  use.  Practical  requirements  relative  to  minimum  and 
standard  sizes  often  result  in  loadings  lower  than  the  safe  working 
limit,  in  which  case  proportionate  reductions  in  area  due  to  fire 
could  take  place  without  impairing  the  safe  load  carrying  capacity. 
With  reference  to  fire  effects  on  unprotected  steel  and  cast  iron 
bearings,  the  rapid  rates  of  deformation  obtaining  after  20  min.  in 
tests  of 'unprotected  timber  columns  indicate  that  the  useful  limit  in 
this  particular  did  not  extend  much  beyond  this  period  (Fig.  47,  p.  140). 
For  the  protected  timber  columns  the  useful  limit  in  this  respect 
extended  to  within  about  the  same  time  interval  (15  to  30  min.) 
before  failure  as  in  the  tests  of  unprotected  timber  columns. 

(e)   Practical  Application 

The  above  conclusions  relative  to  useful  limits  find  appli- 
cation where  it  is  desired  to  design  and  protect  columns  so  they 
will  not  be  materially  injured  by  a  fire  that  consumes  the  contents 
of  the  structure  supported  by  them.  In  applying  the  results  of 
these  tests  for  this  purpose  it  is  necessary  to  make  deduction  for 
variations  in  material  and  workmanship  not  developed  in  the  tests. 
The  percentage  reduction  can  be  safely  taken  at  that  used  in  de- 
ducing ultimate  fire  resistance  periods  in  the  concluding  section  of 
this  report.  The  period  of  expansion  is  influenced  to  less  extent  by 
incidental  conditions,  such  as  load  carrying  capacity  of  covering 
materials  than  is  the  time  to  failure. 

While  the  useful  limit  may  be  made  the  basis  of  design  of 
columns  and  coverings  in  special  cases,  it  is  believed  that  the 
most  general  use  of  the  test  results  will  be  that  based  on  the  ulti- 
mate fire  resisting  point,  hence  no  detailed  application  of  the 
former  will  here  be  made. 


DISCUSSION  OF  TEST  DATA  185 

3.    DISCUSSION  OF  TEST  DATA 

The  considerations  herewith  given  relate  to  test  duration, 
period  of  expansion,  and  the  causes  immediately  affecting  them. 
Comparisons  of  the  time  to  failure  of  columns  in  the  fire  test  series 
arranged  by  groups  are  given  in  Fig.  48  (p.  186)  which  also  pro- 
vides a  measure  of  the  variation  obtaining  within  each  group.  Fur- 
ther comparisons  of  time  to  failure  and  period  of  expansion  are 
given  in  Table  43  (p.  136)  and  Figs.  42  (p.  129)  and  45  (p.  134).  In 
the  discussion,  the  time  periods  will  be  given  to  the  nearest  minute. 
(a)  Difference  in  Columns,  Test  Exposure  and  Service  Conditions 

(1)  Variations  Due  to  Difference  in  Columns. — Among  the 
effects  tending  to  produce  variation  in  results  with  given  types 
of  protection  for  the  same  thickness  of  covering  are,  size  and  shape 
of  structural  section  and  consequent  differences  in  intensity  of  load- 
ing and  resistance  to  fire;  differences  in  fire  resisting  properties  of 
sub-classes  of  covering  material  within  each  group,  such  as  concrete 
of  the  different  aggregate  combinations  and  hollow  clay  tile  of 
the  various  types  of  clay;  variations  in  methods  and  details  of  ap- 
plication; incidental  variations  in  material  and  workmanship. 
These  are  discussed  in  connection  with  each  group  whenever  the 
test  results  developed  information  on  any  given  particular. 

A  fairly  wide  range  of  structural  section  was  employed  in  the 
tests  and  it  is  believed  that  the  influence  of  this  factor  was  suffi- 
ciently determined. 

One  or  more  representative  materials  from,  each  of  the  main 
sub- classes  of  covering  material  were  introduced.  It  is  appreciated 
that  considerable  differences  in  mineral  composition  and  structure 
may  exist  between  material  in  a  given  sub-class  as  occurring  in 
different  localities,  and  while  the  difference  in  fire  resisting  proper- 
ties may  be  of  minor  order,  wide  application  of  the  results  of  the 
tests  will  have  to  be  made  with  care  until  the  knowledge  on  the 
subject  has  been  extended  by  further  tests. 

The  full  range  in  results  due  to  difference  in  methods  of  ap- 
plication and  in  incidental  variations  in  materials  and  workmanship 
was  not  developed  in  the  tests,  as  this  required  a  greater  number 
of  test  duplications  than  could  be  introduced.  In  general,  poured 
coverings  are  subject  to  smaller  incidental  differences  than  those 
built  up  from  small  units,  also  if  stability  is  assured,  a  large  element 
of  variability  is  eliminated.  It  is  also  thought  probable  that 
columns  and  protections  in  buildings  are  subject  to  greater  varia- 
bility than  those  constructed  for  the  tests,  the  latter  representing 
workmanship  of  more  uniform  quality. 


186 


GENERAL  SUMMARY  AND  DISCUSSION 


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DISCUSSION  OF  TEST  DATA  187 

(2)     Variations  Due  to  Difference  in  Load  and  Fire  Conditions. 

—In  the  tests,  the  amount  of  load  applied  to  a  given  column  sec- 
tion or  column  type  was  subject  to  minor  variations  only,  the  errors 
being  generally  within  one  per  cent.  Comparisons  of  the  initial 
deformations  produced  in  opposite  flanges  of  individual  columns 
indicate  maximum  outer  fiber  stresses  in  several  tests  up  to  25  per- 
cent above  what  would  obtain  for  uniform  distribution  of  load. 
These  can  be  ascribed  mainly  to  bending  stresses  induced  by  un- 
even bearings  and  are  no  larger  than  those  generally  incident  with 
compression  tests  or  with  normal  loading  of  columns  in  buildings. 

The  loads  applied  in  the  tests  were  about  10  per  cent  higher 
than  those  derived  from  the  column  formulas  employed  (p.  110). 
While  floors  in  buildings  are  subject  to  overload  by  more  than  this 
amount,  the  resultant  load  on  the  columns  is  likely  to  be  reduced 
by  the  distribution  of  load  concentrations  to  several  columns  and 
by  the  equalizing  effect  of  loadings  from  several  stories. 

As  exposed  to  fire  in  buildings,  individual  columns  may  take 
added  load  due  to  higher  temperature  and  consequent  greater  ex- 
pansion than  the  adjacent  columns  of  the  story,  particularly  if  they 
are  not  fully  protected.  For  steel  or  cast  iron  columns  the  addi- 
tional load  assumed  is  limited  by  the  ultimate  flexural  strength  of 
their  connections  to  the  floor  beams  framing  into  them.  In  the 
case  of  interior  columns  the  additional  load  possible  to  assume  on 
this  basis  will  seldom  exceed  20  percent  of  the  nominal  floor  loads 
Reinforced  concrete  columns  have  more  rigid  floor  connections  than 
steel  or  cast  iron  columns,  but  due  to  their  lower  expansion  and 
rate  of  temperature  rise,  more  unfavorable  loading  conditions  as 
due  to  unequal  expansion,  are  not  likely  to  occur. 

The  furnace  exposures  are  given  in  the  test  results  as  per- 
centages of  the  average  of  all  tests,  the  quantity  compared  being  the 
area  under  the  average  time-temperature  curve  of  each  test.  For 
the  shorter  tests  with  upper  limit  of  duration  of  about  one  hour, 
the  difference  in  exposure  may  have  had  a  considerable  influence  on 
results,  considering  also  that  the  percentages  given  do  not  indi- 
cate the  full  measure  'of  the  difference  due  to  lag  of  the  pyrometers. 
For  the  longer  tests,  variations  in  test  results  due  to  difference  in 
furnace  exposure  were  apparently  of  minor  importance. 


188  GENERAL  SUMMARY   AND  DISCUSSION  ' 

Comparing  the  average  time-temperature  curve  of  the  column 
tests  with  the  reference  curve  (Fig.  39)  a  fair  agreement  is  seen  to 
have  been 'attained.  The  reference  curve  was  adopted  as  being  con- 
sistent with  furnace  exposures  used  in  previous  fire  tests  and  there 
was  at  the  time  no  distinct  understanding  whether  it  should  repre- 
sent indicated  temperatures  or  temperatures  corrected  for  lag  and 
radiation  effects,  little  information  on  the  extent  of  these  effects 
being  available.  Investigations  conducted  subsequent  to  the  com- 
pletion of  the  column  tests  disclosed  large  effects  due  to  lag  during 
the  initial  period  of  the  fire  exposure  and  smaller  but  more  per- 
sistent effects  due  to  radiation  (p.  115-120,  Figs.  40  and  41). 
Any  time  temperature  relation  adopted  as  standard  is  necessarily 
more  or  less  arbitrary,  particularly  for  the  initial  period.  Tempera- 
tures attained  in  fires  afford  some  guidance  although  they  indi- 
cate a  wide  range  in  intensity.  From  the  information  available, 
points  on  the  reference  curve,  considered  either  as  indicated  or  as 
corrected  temperatures,  while  not  the  maximum  attained  in  fires  of 
exceptional  intensity,  represent  severe  fire  conditions. 

(b)  Unprotected  Columns 

Included  under  this  head  are  structural  steel,  cast  iron  and 
pipe  columns  that  were  tested  without  protective  coverings,  all 
parts  of  their  sections  being  assumed  to  carry  proportionate  portions 
of  the  applied  load. 

(1)  Structural  Steel. — The  time  to  failure  of  the  unprotected 
steel  columns  varied  from  11  to  21  min.  (Table  42a,  p.  123). 
The  difference  in  results  for  the  various  column  types,  while  due 
in  part  to  variation  in  furnace  exposure  is  attributable  also  to 
difference  in  thickness  of  metal  and  in  the  unit  loads  sustained, 
sections  with  thin  members  under  the  higher  unit  loads  failing 
sooner  than  sections  whose  members  were  arranged  to  form  heavy 
metal  thickness.  Fig.  49  is  a  plot  between  unit  load  sustained  and 
time  to  failure  in  tests  of  unprotected  structural  steel  columns, 
showing  the  inverse  relation  obtaining  between  them.  The  varia- 
tion in  the  unit  load  applied  was  due  to  difference  in  slenderness 

ratio  between  the  different  sections. 

v 


DISCUSSION  OF  TEST  DATA 


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The  average  time  to  failure  of  the  eight  structural  steel  sec- 
tions was  15  min.  and  the  average  period  of  expansion  was  13  min. 
(Table  43).  Maximum  temperatures  from  578  to  668°  C.  (1072  to 
1234°  F.)  were  attained  on  the  outside  of  the  metal  near  the  edges. 
It  is  difficult  to  estimate  the  average  effective  temperature  since 
the  rise  was  too  rapid  to  permit  assuming  temperature  uniformity 
over  the  thickness  of  the  metal.  Tests  recently  made  by  the  Bureau 
of  Standards  on  small  specimens  indicate  that  for  the  loads  sus- 
tained by  the  unprotected  columns  the  failure  temperatures  of  the 
structural  steel  fell  within  the  limits  550  to  650°  C.  (1022  to 
1202°  F.). 

(2)  Cast  Iron. — The  average  time  to  failure  of  the  unprotected 
and  unfilled  cast  iron  columns,  one  of  which  was  tested  with  ends 
restrained  and  two  with  unrestrained  ends,  was  34  min.,  the  vari- 
ation being  less  than  one  minute  for  the  three  tests.  The  periods 
of  expansion  varied  from  22  to  24  min.  The  longer  test  periods  and 
higher  temperatures  attained  as  compared  with  the  structural  steel 
columns  can  be  attributed  largely  to  the  lower  allowable  unit  loads 
applied  to  cast  iron,  and  the  relatively  smaller  surface  exposed  to 
the  fire.  As  judged  by  the  direction  of  the  lateral  deflection,  failure 
in  compression  appears  to  have  started  on  the  side  having  the  thin- 
nest metal.  Filling  the  interior  with  concrete  (Test  No.  11)  in- 
creased the  time  to  failure  11  min.,  with  a  smaller  proportionate  in- 
crease in  the  length  of  the  expansion  period. 

In  the  two  fire  and  water  tests  of  cast  iron  columns,  water  was 
applied  when  the  columns  had  attained  maximum  expansion,  the 


190 


GENERAL  SUMMARY  AND  DISCUSSION 


metal  being  at  low  red  heat.  No  cracks  developed  in  the  metal, 
the  only  effect  being  permanent  lateral  deflections  of  respectively, 
\y%  in.  and  %  in.  toward  the  side  on  which  water  was  applied. 

(3)  Pipe  Columns. — The  time  to  failure  of  the  7-in.  pipe  col- 
umn was  36  min.  and  maximum  expansion  was  attained  at  14  min. 

The  8-in.  reinforced  pipe  column  failed  after  1  hr.,  12  min. 
and  maximum  expansion  was  attained  at  52  min.  The  column  ex- 
panded only  a  small  amount  after  25  min.,  the  total  expansion  be- 
ing about  Y$  in.  The  high  temperatures  on  the  surface  of  the  pipe 
indicate  that  during  the  last  half  of  the  test  'period  most  of  the 
load  was  carried  by  the  structural  steel  reinforcement. 
(c)  Partly  Protected  Columns 

Filling  the  reentrant  portions  or  interior  of  the  structural  steel 
sections  with  concrete  greatly  increased  their  fire  resistance  as 
compared  with  that  in  the  unprotected  condition  (Table  42b,  p. 
124).  This  increase  was  due  to  slower  temperature  rise  in  the 
metal  resulting  from  the  heat  insulating  and  absorbing  properties 
of  the  filling,  and  to  the  load  carrying  capacity  of  the  concrete,  the 
longer  time  intervals  between  maximum  expansion  and  failure  be- 
ing due  in  great  part  to  the  latter  factor. 

Temperature  differences  up  to  450°  C.  (810°  F.)  existed  be- 
tween the  exposed  flanges  and  the  protected  webs,  the  temperature 
of  the  latter  at  failure  being  generally  below  500°  C.  (932°  F.). 

(1)  Effect  of  Section  and  Size. — No  decided  effect  due  to 
variation  in  shape  of  structural  section  was  noted  except  as  it  af- 
fected the  size  of  the  column. 

In  Fig.  50  is  shown  the  relation  between  time  to  failure  and 
area  of  material  in  cross  section  for  all  tests  of  partly  protected 


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Time  to  Failure  in  Hours 

Fig.  50. — Effect  of  size,  partly  protected  columns.    • 


DISCUSSION  OF  TEST  DATA  191 

columns  except  No.  22,  which  was  eliminated  as  being  in  effect  a 
protected  column.  The  relation  shown  accounts  for  the  variation 
in  results  within  the  group,  as  being  due  in  large  part  to  difference 
in  size. 

(2)  Effect  of  Concrete  Aggregate  and  Ties. — In  the  tests  of 
short  duration,  the  concrete  aggregate  appears  to  have  affected  re  • 
suits  to  a  minor  extent,  while  in  those  of  longer  duration  (Nos. 
18  and  22)  the  results  compare  with  those  obtained  for  concrete 
protections  which  they  more  nearly  resemble. 

Metal  ties  were  placed  in  the  concrete  of  all  partly  protected 
columns  where  not  contained  by  the  section  members  as  in  the  lat- 
ticed columns.  No  tendency  was  noted  on  the  part  of  the  filling  to 
spall,  buckle,  or  otherwise  come  loose  before  failure.  The  extent 
to  which  the  ties  functioned  to  prevent  such  effects  is  not  fully  de- 
terminate although  in  tests  of  concrete  protections  made  with  the 
same  aggregates,  little  cracking  or  spalling  was  noted  within  the 
given  time  periods. 

(d)     Plaster  on  Metal  Lath  Protections 

(1)  Material  and  Design. — The  Portland  cement  plaster,  of 
proportion  1  :  1/10  :  2^2  volume  parts  of  Portland  cement,  hydrated 
lime  and  coarse  lake  sand,  as  mixed  by  the  workmen  for  the  pro- 
tections and  tested  in  2-in.  cubes,  developed  an  average  compressive 
strength  of  1677  Ib.  per  sq.  in,  at  28  days  and  2623  Ib.  per  sq.  in.  at 
an  average  age  of  16^-2  months,  with  maximum  range  in  individual 
tests  of  44  percent  below  and  60  percent  above  the  given  averages 
(Table  25,  Fig.  23).    Cubes  made  in  the  laboratory  of  the  same  ma- 
terials and  average  water  content  (16.7  percent)  gave  lower  com- 
pressive strength,  both  as  stored  in  air  and  in  water   (Table  28, 
p.  371). 

The  metal  lath  was  wrapped  around  the  structural  steel  columns  on. 
bars  or  on  pressed  steel  channels  acting  as  spacers,  and  the  plaster 
applied  in  layers  %  in.  to  1^  in.  thick,  each  consisting  of  two  body 
coats.  The  double  layer  protections  had  a  %-in.  air  space  between 
layers.  For  the  cast  iron  column  the  plaster  was  applied  on  high- 
ribbed  metal  lath  supported  directly  on  the  column.  A  broken  air 
space  of  about  J^  in.  thickness  was  formed  next  to  the  metal  due 
to  failure  of  the  plaster  to  fully  fill  the  space  back  of  the  lath. 

(2)  Test    Results. — The    average    time    to    failure    of    the 
structural  steel  columns  with  single  layer  protection  was  1  hr.,  16 
min.,  and  of  those  with  double  layer  protection,  2  hr.,  38  min.,  the  two 
tests  of  each  varying  from  the  average  by  less  than  15  min.    (Table 
42c,  p.  124).    The  cast  iron  column  protected  by  a  single  layer  of  \y2 


192  *  GENERAL  SUMMARY  AND  DISCUSSION 

in.  average  thickness  with  a  broken  space  between  it  and  the  iron 
(Test  No.  27)  stood  up  longer  by  a  few  minutes  than  any  of  the 
other  columns  in  the  group. 

The  temperature  distribution  across  the  section  was  generally 
very  uniform  and  the  variations  in  the  length  of  the  column  were 
not  large  (Figs.  97  and  98,  p.  272-273).  This  was  due  to  the  airspace 
between  the  covering  and  the  structural  section  which  permitted 
free  heat  interchange  in  the  column,  unmodified  by  the  temperature 
gradients  in  the  covering  material. 

(3)  Cracking  Due  to  Expansion   of   Covering. — During  the 
first  20  min.  period  in  all  tests  of  Portland  cement  plaster  protec- 
tions, cracking  and  disruption  of  the  plaster  took  place  below  the 
bracket  near  the  top  of  the  column.     This  was  evidently  due  to 
expansion  of  the  plaster  layer  which  was  restrained  at  the  top  of 
the  column  and  at  the  bottom  bearing.    This  effect  appears  to  have 
had  little  influence  on  the  time  to  failure  in  the  given  tests,  the 
region  of  maximum  column  temperature  and  failure  being  in  all 
cases  within  the  middle  4  ft.  of  the  column  height. 

The  sand  used  in  the  plaster  was  high  in  insolubles  (chiefly 
silica)  and  low.  in  calcite  and  dolomite  (Table  14,  p.  357). 

(4)  Effect  of  Variation  in  Details  of  Application. — Comparing 
the  layer  thickness  of  Test  No.  23  where  the  plaster  was  applied  on 
expanded  metal  lath,  with  that  of  Test  No.  24,  where  woven  wire 
lath  was  used,  and  also  the  outer  layer  thickness  with  the  inner  in 
Test  No.  110,  applied  respectively  on  expanded  metal  and  on  woven 
wire,  a  heavier  layer  thickness  by  j£  in.  was  attained  in  all  cases, 
with  the  expanded  metal  (Tables  3d  and  4d).     This  difference  in 
layer  thickness  may  account  in  part  for  the  longer  test  duration  of 
No.  23  as  compared  with  No.  24.     Further  indications  that  layer 
thickness  is  an  important  element  in  the  protection  given,  is  had 
in  the  case  of  Test  Nos.  25  and  26,  where  with  a  difference  in  layer 
thickness  of  ]/%  in.,  a  difference  in  time  to  failure  of  16.  min.  obtains. 

The  tests  developed  no  evidence  that  the  method  of  supporting 
the  lath  had  any  influence  on  results  (cf.  Sec.  IV,  par.  2a,  p.  63). 

All  double  coverings  had  an  air  space  about  24  in-  wide  between 
the  inner  and  outer  layer.  No  tests  were  made  with  a  single  layer 
equivalent  in  thickness  to  that  of  two  double  layers,  hence  no  direct 
evidence  relative  to  the  value  of  the  air  space  as  on  insulating 
medium  was  obtained. 

(5)  Effect  of  Water  Application. — The  water  carried  away 
some  loose  pieces  near  the  top  of  the  column  where  cracking  and 


DISCUSSION  OF  TEST  DATA 

spalling  had  taken  place  during  the  fire  period  (Fig.  87).  It  ex- 
posed the  lath  at  the  corners  of  the  outer  layer  for  portions  of  the 
height.  The  test  did  not  appear  to  have  materially  injured  the  in- 
sulating value  of  the  covering  since  the  time  to  failure  in  the  sub- 
sequent fire  test  nearly  equalled  that  of  the  corresponding  test  (No. 
23)  in  the  fire  series  (Table  44,  Test  No.  110). 

(e)     Concrete  Protections 

(1)  Mechanical  Properties  of  the  Concrete. — The  compressive 
strength  of  8  by  16-in.  cylinders  made  from  1 :2 :4  gravel  or  crushed 
stone  concrete  mixed  for  the  column  coverings  under  conditions 
approximating  those  of  building  practice,  averaged  1520  Ib.  per  sq. 
in.  at  29  days  and  2100  Ib.  per  sq.  in.  at  an  average  age  of  15  months, 
the  maximum  range  of  individual  test  results  being  118  per  cent 
above  and  57  percent  below  the  given  average  values  (Table  21,  p. 
361).    As  shown  in  Fig.  15  (p.  75),  the  range  in  results  increased 
with  the  number  of  tests  in  the  group,  indicating  that  in  the  groups 
with  the  smaller  number  of  tests  the  full  possibility  of  variation 
was  not  developed. 

The  principal  cause  of  the  variation  in  strength  was  apparently 
difference  in  consistency  of  the  concrete  mixtures.  Increasing  the 
time  of  mixing  from  1  min.  to  2  min.  gave  an  indicated  increase  in 
the  average  compressive  strength  of  45  percent  (Fig.  19,  p.  78). 

The  modulus  of  elasticity  of  the  concrete  varied  approximately 
with  the  compressive  strength,  from  less  than  1,000,000  to  over 
4,000,000  Ib.  per  sq.  in.  (Fig.  21,  p.  79).  This  large  variability  in  the 
mechanical  properties  of  the  concrete  appears  to  have  had  little  influ- 
ence on  its  fire  resistive  properties,  the  latter  depending  chiefly  on 
the  mineral  composition  of  the  aggregates  employed, 

(2)  Function  of  Concrete  as  a  Covering  Material. — Concrete 
applied  as  a  protective  covering  or  filling  to  steel  or  cast  iron  col- 
umns, retards  the  temperature  rise  in  the  metal  when  the  .column 
is  exposed  to  fire  and  further  retards  the  failure  by  carrying  por- 
tions of  the  column  load  proportionate  to  its  relative  area  and  rigid- 
ity as  compared  with  the  metal. 

The  protections  were  applied  as  square  or  round  coverings, 
generally  2  in.  and  4  in.  in  thickness  as  measured  from  the  surface 
of  the  covering  to  the  metal.  The  time  to  failure  in  the  fire  tests, 
varied  from  1  hr.,  47  min.  to  7  hr.,  57  min.  for  the  2-in.  protections, 
and  from  3  hr.,  41  min.  to  over  eight  hours  for  the  4-in.  protections 
(Table  42d,  p.  125). 


194  GENERAL  SUMMARY  AND  DISCUSSION 

(3)  Variations  due  to  Concrete  Aggregate. — With  a  given 
thickness  or  size  of  covering  the  main  cause  of  variation  in  results 
was  the  difference  in  fire  resisting  properties  of  concrete  made  with 
different  aggregates.  In  this  particular  the  concrete  can  be  placed 
in  three  groups.  That  giving  the  most  unfavorable  results  was  the 
concrete  made  with  Meramec  River  sand  and  gravel,  a  number  of 
large  cracks  forming  early  in  the  tests  followed  by  spalling  of  large 
and  small  pieces  of  concrete  not  held  by  the  ties  (Test  Nos.  39  and 
45).  This  sand  and  gravel  consist  almost  wholly  of  quartz  and 
chert  grains  and  pebbles,  the  gravel  having  a  particularly  high  chert 
content.  Both  minerals  are  forms  of  silica  (SiO2),  the  quartz  being 
crystalline  and  anhydrous,  and  the  chert  amorphous  with  a  variable 
amount  of  water  in  chemical  combination.  On  being  heated  part 
of  the  combined  water  in  the  chert  is  liberated  and  the  consequent 
vaporization  disrupts  the  pebbles.  Other  causes  of  disruption  of 
concrete  made  with  siliceous  aggregates  are  abrupt  volume  changes, 
points  of  which  are  known  to  exist  for  chert  as  low  as  210°  C. 
(410°  F.).  Quartz  has  a  decided  point  of  abrupt  volume  change  at 
573°  C.  (1064°  F.),  where  it  is  transformed  into  the  mineral  tridy- 
mite,  the  change  extending  over  a  considerable  temperature  range 
when  the  heating  is  rapid.  Water  inclusions  contained  in  small 
cavities  formed  when  the  rock  crystallized  from  the  molten  con- 
dition may  be  the  cause  of  some  of  the  cracking  incident  with  fire 
exposure. 

The  middle  group  includes  concrete  made  with  trap  rock,  gran- 
ite, sandstone  and  hard  coal  cinder. 

In  tests  with  trap  rock  and  cinder  concrete  a  small  amount  of 
cracking  developed  during  the  last  part  of  the  fire  period  but  no 
spalling  of  note  occurred  before  failure.  In  the  granite  concrete  pro- 
tections the  cracks  developed  earlier  in  the  test  and  portions  of  the 
corners  spalled  off  during  the  last  30  min.  of  the  test  period.  In 
the  tests  with  sandstone  concrete  protections,  cracking  and  spall- 
ing of  corners  outside  of  the  wire  tie  began  in  the  first  30  min. 
period  and  continued  during  the  next  hour,  after  which  there  was 
little  apparent  change  before  failure.  The  spalling  exposed  por- 
tions of  the  flange  edges  which  to  some  extent  hastened  the  failure. 
The  average  time  to  failure  in  tests  with  sandstone  concrete  pro- 
tections was  intermediate  between  those  with  trap  rock  and  those 
with  cinder  concrete.  The  cracking  of  sandstone  concrete  after 
a  short  fire  exposure  can  be  ascribed  mainly  to  the  abrupt  volume 
change  of  the  constituent  quartz  grains  as  noted  above. 


DISCUSSION  OF  TEST  DATA 


195 


Fusion  of  the  trap  rock  concrete  occurred  where  the  test  ex- 
tended beyond  seven  hours,  the  concrete  being  affected  to  a  depth 
of  about  \T/2  in.  Flowing  of  concrete  due  to  fusion,  while  not  gen- 
eral, occasionally  formed  pockets  up  to  2-in.  depth.  Incipient 
fusion  to  about  the  same  depth  occurred  in  the  4-in.  granite  con- 
crete protections,  although  no  actual  flowing  of  concrete  took  place. 

The  third  group  comprises  protections  of  Chicago  limestone 
•concrete  and  Joliet  gravel  concrete.  The  composition  of  this 
gravel  is  similar  to  that  of  the  Chicago  limestone  and  the  fire  resist- 
ing properties  of  the  concrete  made  with  each  compare  quite  closely. 
Very  little  cracking  resulted  on  exposure  to  fire  and  their  heat  in- 
sulating value  was  increased  by  the  change  of  the  calcium  and  mag- 
nesium carbonate  to  the  corresponding  oxides.  This  process  re- 
tarded the  flow  of  heat  through  the  region  of  change  and  left 
material  of  good  insulating  properties.  Immediately  after  test  the 
surface  of  the  concrete  was  firm,  but  after  a  few  weeks  exposure 
the  hydration  of  the  oxides  caused  slaking  and  crumbling  of  the 
calcined  material  (Fig.  62,  p.  235). 


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Fig.    51. — Comparison   of  2-in.   and  4-in.    concrete   protections. 

(4)  Comparison  of  2-in.  and  4-in.  Protections. — In  the  com- 
parison given  in  Fig.  51,  the  tests  of  concrete  protections  are  ar- 
ranged by  groups  as  defined  in  the  preceding  paragraph,  the  line 
in  the  case  of  the  middle  group  connecting  the  average  value  for 
each  thickness.  Test  Nos.  40,  46  and  47  are  omitted  in  this  com- 
parison on  account  of  extreme  shape  and  size  of  section  and  No.  44 
on  account  of  leaner  concrete  mixture. 


196 


GENERAL  SUMMARY  AND  DISCUSSION 


The  time  to  failure  under  working  load  was  not  determined 
for  the  4-in.  limestone  concrete  protections,  as  they  were  loaded  to 
failure  after  withstanding  the  fire  test  in  excess  of  eight  hours. 
They  all  attained  maximum  expansion  within  the  last  30  min.  of  the 
8-hr.'  fire  period,  and  from  comparison  with  results  obtained  with 
the  corresponding  2-in.  protections,  failure  in  the  case  of  the  4-in. 
protections  would  not  have  taken  place  before  the  end  of  ten  hours, 
assuming  the  same  load  and  the  same  furnace  temperature  rise  as 
obtained  during  the  8-hr,  period. 

(5)  Effect  of  Size.— In  Fig.  52  the  time  to  failure  in  tests 
with  concrete  protections  of  the  middle  group  is  plotted  against 
the  area  of  steel  and  concrete  in  the  cross  section.  Variations  from 


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Fig.  52.— Effect  of  size,  concrete  protections. 

the  general  trend  can  be  accounted  for  as  due  to  concrete  aggregate, 
proportions  of  concrete  mixture,  type  of  section,  and  to  incidental 
differences  in  test  conditions  and  test  columns.  The  extreme  varia- 
tion in  furnace  exposure  as  measured  by  the  area  under  the  furnace 
temperature  curves  is  within  2  percent  as  between  all  the  tests 
plotted,  except  Nos.  34  and  34A,  between  which  there  is  a  difference 
of  4  percent  (Table  42d),  which  latter  may  be  responsible  for  the 
difference  in  failure  time  of  the  two  tests. 

(6)  Effect  of  Strength  of  Concrete. — Some  decrease  in  fire 
resistance  due  to  leaner  mixture -may  be  noted  by  comparison  of 
Nos.  33  and  33A  with  No.  35  and  No.  43  with  No.  44. 

No  evidence  was  developed  that  variation  in  the  strength  of 
the  concrete  of  the  same  aggregate  and  proportion  of  mixture  had 
any  appreciable  influence  on  the  results  of  fife  tests  of  concrete  pro- 
tections. This  was  due  to  the  large  change  in  mechanical  proper- 


DISCUSSION  OF  TEST  DATA  197 

ties  produced  by  the  heat.  Concrete  as  made  with  different  ag- 
gregates preserves  strength  to  different  degrees  on  exposure  to 
fire.  This  had  a  decided  influence  on  results,  the  longer  test  peri- 
ods and  particularly  the  longer  intervals  between  maximum  ex- 
pansion and  failure  of  the  limestone  concrete  and  Joliet  gravel 
concrete  coverings  can  be  attributed  in  a  great  part  to  this  cause. 

(7)  Influence  of  Shape  of  Section  and  Covering. — As  in  the 
case  of  the  partly  protected  columns,  the  only  well  defined  effect 
of  change  in  shape  of  structural  section  was  primarily  due  to  the 
resulting  difference  in  the  area  of  steel  and  concrete. 

Round  and  square  coverings  of  trap  rock  concrete  displayed 
only  minor  difference  in  the  number  and  size  of  cracks  that  de- 
veloped before  failure.  Fine  vertical  cracks  two  to  four  inches 
from  the  corners  formed  in  the  square  coverings  at  somewhat  earlier 
periods  than  the  first  cracks  noted  in  the  round  coverings.  In' 
neither  case  do  these  cracks  appear  to  have  had  any  appreciable  in- 
fluence on  the  time  to  failure.  Coverings  made  of  concrete  more 
subject  to  cracking  may  possibly  develop  greater  'differences  due 
to  shape,  although  with  concrete  made  with  highly  siliceous  aggre- 
gates, the  influence  of  the  aggregate  is  so  large  that  other  effects 
are  small  in  comparison. 

This  is  shown  in  test  No.  45  where  the  round  siliceous  gravel 
concrete  covering  sustained  severe  cracking  and  spalling  early  in 
the  test  which  caused  failure  over  one  hour  earlier  than  in  any  other 
test  of  concrete  protection. 

(8)  Function  of  the  Wire  Tie. — In  all  tests  of  concrete  pro- 
tection except  Nos.  28A,  33 A  and  47,  the  concrete  was  tied  by  a 
wire  wound  spirally  around  the  structural  steel  section.     In  Nos. 
28A  and  33A  the  concrete  aggregate  was  Chicago  limestone.     No 
cracking  of  consequence  developed  before  the  end  of  these  tests 
and  the  absence  of  the  tie  had  no  influence  on  the  results.    In  the 
case  of  the  cinder  concrete  protection  in  Test  No.  47,  no  cracking  of 
note  occurred  until  near  failure  and  after  the  column  had  sustained 
large  compressive  deformation.    About  two  minutes  before  failure 
most  of  the  covering  fell  off.     This  would  have  been  prevented 
if  the  wire  tie  had  been  present,  although  the  temperature  of  the 
metal  and  the  deformation  of  the  column  was  such  that  failure  was 
imminent.  r  •'••-'';**! 

It  is  not  possible  to  state  the  extent  to  which  the  tie  functioned 
in  all  tests  of  concrete  protection,  but  it  was  undoubtedly  of  value 
where  there  was  any  tendency  for  the  concrete  to  crack  and  fall  off 
before  failure.  In  the  case  of  Meramec  River  gravel  concrete  and 


198  GENERAL  SUMMARY  AND  DISCUSSION 

sandstone  concrete,  spalling  of  portions  of  the  covering  outside  of 
the  tie  occurred  early  in  the  test,  the  concrete  on  the  middle  of  the 
flanges  and  webs  being  apparently  held  by  the  ties. 

(9)  Effect  of  Water  Application. — In  the  three  tests  where 
the  wire  was  placed  in  the  coverings,  the  water  pitted  the  exposed 
faces  of  the  concrete  and  carried  away  portions  of  the  corners  and 
sides,  leaving  parts  of  the  flanges  and  flange  edges  exposed.  The 
damage  was  most  marked  in  the  regions  where  cracking  was  noted 
during  the  fire  period  (Figs.  83  and  84,  p.  256-257). 

In  the  case  of  the  one  covering  that  was  not  tied,  the  water 
loosened  or  carried  away  more  of  the  protection  on  the  flanges, 
leaving  the  column  in  the  condition  of  partial  protection.  Most  of 
the  damage  was  incurred  after  2  min.  of  water  application,  the  total 
period  being  5  min. 

(f)     Hollow  Clay  Tile  Protections 

(1)  Mechanical   Properties  of  the   Tile. — The   average   cotn- 
pressive  strength  of  specimens  of  the  hollow  clay  partition  tile  used 
in  the  column  coverings  was  5350  Ib.  per  sq.  in.  as  tested  on  end  and 
4370  Ib.  per  sq.  in.  tested  on  edge,  the  maximum  variation  above 
these  values  being  134  percent  and  below,  78  percent,  of  the  lower 
average  value.    For  the  same  type  of  clay  the  range  in  results  was 
smaller.    The  strength  was  generally  proportional  to  the  density  of 
the  tile  as  indicated  by  percentage  of  porosity  and  of  absorption 
(Table  31,  p.  373-374). 

In  transverse  tests  of  hollow  tile  the  average  computed  outer 
fiber  stress  at  failure  was  527  Ib.  per  sq.  in.  and  the  shear  233  Ib. 
per  sq.  in.,  the  failure  being  apparently  due  to  combined  shear  and 
tension.  The  range  in  results  was  larger  than  in  the  compression 
tests  (Table  32,  p.  375). 

There  appears  to  be  little  relation  between  the  mechanical 
strength  and  the  fire  resistive  properties  of  the  tile,  the  latter  de- 
pending mainly  on  the  type  of  clay.  This  is  significant  as  specifi- 
cations based  on  the  mechanical  properties  often  disqualify  tile  de- 
sirable from  the  standpoint  of  resistance  to  fire. 

(2)  Test  Results. — In   tests   of   hollow   clay  tile   protections 
using  tile  of  the  given  types  of  clay  applied  according  to  the  meth- 
ods previously  described,  the  time  to  failure  ranged  from  50  min. 
to  4  hr.,  42  min.    This  large  range  in  results  was  due  to  a  number 
of  factors  that  influence  the  effectiveness  of  this  type  of  protection, 
including,  besides  type  of  clay,  methods  of  manufacture  of  the  tile, 
thickness  of  shells  and  webs,  the  presence  or  absence  of  concrete 
or  other  filling  back  of  the  tile,  and  the  methods  used  for  tying  the 
tile  (Table  42e,  p.  126). 


DISCUSSION  OF  TEST  DATA 


199 


(3)  Variations  Due  to  Type  of  Clay  and  Details  of  Manu- 
facture.— The  extent  to  which  the  tile  cracked  and  spalled  on  ex- 
posure to  fire  varied  with  the  type  of  clay  of  which  it  was  made  and 
the  degree  of  hardness  to  which  it  was  burned.    All  of  the  tile  used 
in  the  coverings  was  straight  non-porous  partition  tile,  burned  with- 
out sawdust  or  other  filling,  except  the  round  tile  in  Test  Nos.  62 
and  63  which  was  porous. 

The  semi-fire  clay  tile  generally  gave  the  most  favorable  re- 
sults in  the  fire  tests,  and  of  the  two  represented,  the  tile  of  medium 
hardness  and  having  heavier  webs  and  shells,  developed  few  cracks 
and  little  spalling  before  failure.  In  the  coverings  of  round  porous 
semi-fire  clay  tile,  a  number  of  .vertical  cracks  formed  after  a  short 
fire  exposure  which  became  wider  as  failure  was  approached.  Few 
other  disruptive  effects  were  noted,  almost  all  material  remaining 
in  place  till  the  end  of  the  test.  Only  minor  differences  in  behavior 
were  noted  between  tile  made  of  the  two  kinds  of  surface  clay, 
cracking  and  spalling  of  outer  shells  and  bucking  out  of  the  tile 
being  characteristic  of  tests  of  both.  In  the  case  of  shale  tile,  these 
effects  were  even  more  pronounced,  severe  cracking  taking  place 
during  the  first  few  minutes  of  the  test,  followed  by  general  spalling 
of  outer  shells. 

(4)  Comparison  of  2-in.  and  4-in.  Protections. — In  Fig.  53  is 
given  a  comparison  of  time  to  failure  in  tests  with  2-in.  and  4-in. 


2  3 

Time    in    Failure    in    Hours 

ig-  53, — Comparison  of  2-in.  and  4-in.  hollow  clay  tile  protections. 


200 


GENERAL  SUMMARY  AND  DISCUSSION 


hollow  clay  tile  protections,  all  other  details  being  comparable  ex- 
cept as  noted.  The  tests  show  little  difference  between  the  two,  the 
thickness  of  the  air  space  and  minor  variations  in  thickness  of 
shells  having  apparently  little  influence  on  results.  The  difference 
in  results  in  Test.  Nos.  50  and  50A  as  compared  with  51  and  51 A 
can  be  attributed  to  larger  differences  in  thickness  of  shells  and 
webs  and  also  to  the  greater  strength  and  stability  of  the  4-in.  tile 
set  on  end  and  tied  with  outside  wire  ties,  as  against  the  2-in.  tile 
laid  flat  in  6-in.  courses  without  ties  (p.  151-152). 

(5)  Effect  of  Size. — In  Fig.  54  is  shown  the  relation  between 
the  time  to  failure  in  all  tests  of  hollow  clay  tile  protections  made 
with  non-porous  partition  tile,  and  the  total  area  of  steel,  tile,  mor- 


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Time  to   Failure   in    Hours 

Fig.  54. — Effect  of  j*sr0,  clay    tile  and  brick  protections. 

tar  and  filling  in  the  cross  section,  a  fairly  consistent  variation  of  the 
time  to  failure  with  area  being  evident.  Nos.  58  and  59,  having  double 
layer  of  tile  with  tile  filling,  gave  less  favorable  results  in  this  compar- 
ison than  tests  of  protections  with  a  single  layer  of  tile  and  concrete  fill. 

(6)  Effect  of  Ties  and  Filling. — Fig.  55  gives  a  comparison  of 
results  attained  with  the  two  methods  used  for  tying  the  tile  and  of 
including  or  omitting  the  concrete  or  tile  filling.  As  sliown  on  the 
diagram,  and  confirmed  by  test  characteristics,  the  mesh  in  the 
horizontal  joints  is  a  little  more  effective  in  holding  the  tile  than 
the  outside  wire  ties,  also,  the  concrete  or  tile  filling  is  an  important 


DISCUSSION  OF  TEST  DATA 


201 


element  in  the  protecting  property  of  a  hollow  tile  protection.  The 
efficiency  of  wire  mesh  in  the  joints  as  against  outside  wire  ties, 
in  the  case  of  protections  of  surface  clay  tile  with  hollow  tile  filling, 
is  shown  by  comparison  of  results  in  Test  Nos.  58  and  59.  It 
should  be  considered  in  this  connection  that  minor  parts  of  the 
difference  may  be  due  to  incidental  variations  in  workmanship  and 
test  conditions,  and  also  that  protections  of  tile  less  subject  to 
cracking  and  disruption  on  exposure  to  heat  would  show  relatively 
smaller  differences  in  results  due  to  the  methods  used  for  tying 
the  tile. 


Concrete  or  Tile 
FiUing.  Wire 
Mesh  in  Horizon- 
tal Joints 

Concrete  or  Tile 
Filling.  Outside 
Wire  Ties.. 


No     Filling.       Out- 
side  Wire  Ties.. 


i          a          3 

Time  to   Failure   in    Hours 
Fig.  55. — Effect  of  ties  and  filling,  hollow  clay  tile  protections. 


The  concrete  filling  not  only  serves  as  a  protecting  medium  but 
also  assists  in  holding  the  tile  in  place  by  adhesion.  In  Test  No.  60 
the  concrete  filling  was  placed  before  the  tile  was  set,  the  tile  being 
bonded  to  the  filling  with  a^thin  mortar  joint  and  tied  with  outside 
wire  ties.  A  large  number  of  tile  units  fell  off  early  in  the  test,  the 
behavior  in  this  particular  being  distinctly  different  from  that  of 
protections  with  concrete  fill  placed  after  the  tile  was  set,  where  up 
to  points  near  failure,  the  inner  shell  generally  remained  in  place. 

As  indicated  by  the  average  temperatures  in  the  steel  at  failure, 
the  concrete  filling  carried  portions  of  the  applied  load  varying  with 
the  area,  the  higher  temperatures  at  failure  being  generally  inci- 
dent with  the  tests  having  the  larger  fills.  In  the  latter  tests  the 
periods  between  maximum  expansion  and  failure  were  comparable 
with  those  obtaining  for  concrete  protections,  whereas  in  the  tests 
where  the  concrete  fill  was  omitted  or  of  small  area,  this  time  in- 
terval was  relatively  short  (Table  43,  p.  136). 


202  GENERAL  SUMMARY  AND  DISCUSSION 

(7)  Effectiveness  of  Plastering. — The  tile  in  Test  Nos.  76  and 
77  were  covered  with  standard  applications  of  gypsum  and  of  lime 
plaster,   respectively,    applied   3   days   after   the   concrete   fill   was 
placed,  the  columns  being  tested  42  and  45  days  after  plastering. 

In  Test  No.  76  the  gypsum  plaster  began  to  fall  off  early  in 
the  test,  exposing  a  few  tile  units  at  2  min.  and  more  than  half  of 
the  tile  surface  at  20  min.  General  cracking  and  spalling  was  prob- 
ably delayed  to  some  extent  by  the  insulation  given  the  tile  by  the 
plaster  during  the  first  few  minutes  of  the  fire  exposure. 

The  lime  plaster  in  Test  No.  77  fell  off  during  the  first  half  min- 
ute of  the  test  exposing  about  three-fourths  of  the  total  tile  surface, 
its  influence  on  the  test  result  being  apparently  very  small. 

These  results  with  plaster  may  not  be  applicable  where  it  has 
seasoned  for  a  longer  time,  and  without  further  tests,  they  should 
not  be  taken  to  hold  rigidly  for  well  cured  plaster  coatings  that 
from  conditions  of  normal  exposure  are  thoroughly  dry. 

(8)  Effect  of  Water  Application. — The  water  generally  car- 
ried away  the  tile  that  had  been  decidedly  damaged  during  the  pre- 
ceding fire  exposure,  although  adjacent  courses  of  relatively  sound 
tile  were  in  some  instances  carried  down  along  with  those  impaired 
by  the  fire  (Figs.  84  and  85,  p.  257-258).    A  large  proportion  of  the  ef- 
fects took  place  during  the  first  minute.    In  the  test  where  the  space 
between  the  tile  and  column  was  filled  with  concrete,  the  condition 
of  the  column  after  the  water  application  approached  that  of  partial 
concrete  protection.     In  the  case  of  the  unfilled  columns,  the  steel 
in  the  region  stripped  of  tile  was  unprotected  except  for  the  por- 
tions of  the  mortar  joint  that  adhered  to  the  flanges. 

No  decided  difference  was  noted  between  the  outside  wire  ties 
and  the  wire  mesh  in  the  joints  in  effectiveness  in  holding  the  tile 
during  the  water  application  althougll  the  comparisons  were  too 
few  to  afford  definite  conclusions. 

(g)     Brick  Protections 

(1)  Properties  of  the  Brick. — The  common  brick  used  irr  the 
brick  protections  was  a  wire  end  cut  brick  made  in  the  Chicago,  111., 
district  of  calcareous  surface  clay.  .Compression  tests  gave  average 
values  of  3200,  1960  and  2815  Ib.  per  sq.  in.  as  tested  on  end,  edge 
and  side,  respectively,  and  average  transverse  strength  of  862  Ib. 
per  sq.  in.  with  maximum  variations  above  or  below  the  averages 
of  between  50  and  100  percent  (Tables  35  and  36,  p.  377).  The  brick 
was  soft,  with  relatively  low  fusion  point  and  high  percentages  of 
porosity  and  absorption  (Tables  33  and  34,  p.  376). 


DISCUSSION  OF  TEST  DATA  203 

(2)  Test  Results. — In  the  two  tests  of  columns  protected  by 
brick,  approximately  the  same  relation  obtained  between  time  to 
failure  and  sectional  area  of  the  covered  columns  as  for  the  hollow 
clay  tile  protections  (Fig.  54,  p.  200,  Nos.  68  and  69). 

In  No.  68  where  the  brick  was  set  on  edge  and  end,  the  lack 
of  stability  considerably  shortened  the  test,  a  large  amount  of 
brick  falling  during  the  first  30  min.  (Table  42g,  p.  127). 

In  No.  69  with  the  brick  laid  flat,  little  cracking  or  spalling 
developed  before  failure.  Fusion  of  the  brick  began  between  the 
fourth  and  fifth  test  hours,  and  after  test  the  brick  was  found  fluxed 
away  to  a  depth  of  about  one-half  inch.  The  uniform  temperature 
rise  in  the  metal  indicates  that  the  fusion  of  the  brick  did  not  con- 
tribute greatly  to  the  failure  of  the  column,  the  same  being  evi- 
dently caused  by  normal  transmission  of  heat,  through  the  cover- 
ing (Fig.  131,  p.  306). 

(h)     Gypsum    Block    Protections 

(1)  Strength  and  Porosity  of  the  Gypsum  Block. — Compres- 
sion tests  of  the  solid  gypsum  block  used  for  column  covering  gave 
an  average  strength  of  468  Ib.  per  sq.  in.,  with  maximum  range  in 
values  of  22  percent  below  and  40  percent  above  the  average.    The 
transverse  strength  averaged  160  Ib.  per  sq.  in.,  the  extreme  range 
in  results  of  individual  tests  being  a  little  higher  than  in  the  com- 
pression tests  (Tables  38  and  39,  p.  378-379).    The  porosity  was  quite 
uniform  and  high,  averaging  62.4  per  cent,  as  based  on  the  total  volume 
(Table  37,  p.  378). 

(2)  Comparison  of  2-in.  and  4-m.  Protections. — A  comparison 
in  point  of  time  to  failure  of  2-in.  and  4-in.  gypsum  protections  is 
given  in  Fig.  56,  where  the  line  connects  the  average  results  at- 
tained with  each  thickness.     The  2-in.  protections  withstood  the 
fire  test  2  hr.,  22  min.  and  2  hr.,  36  min.  and  the  4-in.  protections, 
4  hr.,  43  min.,  5  hr.,  32  min.  and  6  hr.,  24  min.,  respectively  (p.  127). 

The  protections  were  of  solid  2-in.  and  4-in.  partition  blocks  set 
in  gypsum  and  sand  mortar,  2/4  to  1^4-in.  thick  between  blocks  and 
column  flanges,  and  with  metal  ties  in  the  horizontal  joints,  the 
space  between  the  blocks  and  the  column  webs  being  filled  with 
gypsum  block  set  in  place  or  with  a  filling  poured  in  place  consist- 
ing of  calcined  gypsum,  sand  and  broken  gypsum  block. 

The  variations  in  results  obtaining  for  each  thickness  of  cover- 
ing come  within  limits  where  they  can  be  ascribed  to  incidental  dif- 
ferences in  material,  workmanship  and  test  conditions,  considering 
that  the  duration  of  the  test  was  dependent  upon  the  stability  of  in- 
dividual blocks. 


204 


GENERAL  SUMMARY  AND  DISCUSSION 


bfl 


DISCUSSION  OF  TEST  DATA 


205 


23  A  5 6  7 

Time  to  Failure  in  Hours 

Fig.  56. — Comparison  of  2-in  and  4-in.  gypsum  block  protections. 

(3)  Characteristic  Fire  Effects. — The  gypsum  coveri'ngs  failed 
due  to  checking,  shrinking  and  disintegration  of  the  blocks  which 
caused  them  to  loosen  and  fall  off.     Characteristic  heat  effects  are 
shown  in  Fig.  57.     The  process  responsible  for  these  effects  con- 
sists mainly  in  the  transformation  of  hydrated  gypsum  of  the  for- 
mula,'Ca  SO4  +2H2O,  to  anhydrous  calcium  sulphate,  by  evapora- 
tion of  the  chemically  combined  water. 

Failure  of  the  column  occurred  within  20  to  40  min.  after  the 
first  blocks  had  fallen.  The  interval  between  maximum  expansion 
and"  failure  was  relatively  short,  due  to  the  rapid  temperature  rise 
in  the  steel  and  the  low  load  carrying  capacity  of  the  covering  ma- 
terial that  remained  in  place. 

(4)  Heat  Insulating  Properties. — The  maximum  temperature 
in  the  steel  up  to  the  point  where  the  blocks  began  to  fall  off  was 
generally  below   150°   C.   (302°   F.),  which  was  much  lower  than 
those  obtaining  in  comparable  tests  with  the  other  covering  ma- 
terials after  the  same  duration  of  fire  exposure  (Figs.  127  to  130,  p. 
302-305).    The  high  heat  insulating  value  of  gypsum  is  due  in  part  to 
the  heat  consumed  by  the  change  in  crystalline  structure  noted  above. 

(5)  Effect  of  Water  Application. — In  the  case  of  the  2-in. 
protection,  the  effect  of  the  first  2  min.  of  the  water  application  was 
confined  to  washing  away  of  the  partly  calcined  gypsum  near  the 
outer  face  of  the  covering,  all  blocks  remaining  in  place.     During 
the  third  minute  most  of  the  blocks  on  the  sides  on  which  water 


206  GENERAL  SUMMARY   AND  DISCUSSION 

was  applied  were  carried  down  along  with  portions  of  the  poured 
filling  (Fig.  86,  p.  259). 

On  the  4-in.  protection  the  water  application  of  5-min.  dura- 
tion washed  away  the  gypsum  on  three  sides  to  a  depth  of  1-in. 
from  the  surface,  all  blocks  remaining  in  place. 

(i)     Reinforced   Concrete   Columns 

In  the  reinforced  concrete  columns  of  the  fire  test  series,  the 
coarse  concrete  aggregates  used  were  Chicago  limestone  and  New 
York  trap  rock  and  the  application  of  the  results  should  be  limited 
to  columns  made  with  these  concrete  aggregates.  Comparisons 
given  in  paragraph  (e)  above  on  the  behavior  of  concrete  made 
with  these  and  other  aggregates  and  applied  in  coverings  for  steel 
columns,  indicate  that  less  favorable  results  would  be  obtained  with- 
some  of  them  when  applied  in  reinforced  concrete  columns  than  was 
obtained  with  the  columns  tested.  Also  in  the  fire  and  water  tests, 
the  sections  of  the  columns  made  of  siliceous  gravel  concrete  de- 
veloped much  greater  disruptive  effects  during  the  relatively  short 
fire  exposure  preceding  the  water  application  than  the  sections 
made  of  limestone  or  trap  rock  concrete.  The  behavior  of  lime- 
stone and  trap  rock  concrete  in  tests  of  reinforced  concrete  columns 
was  similar  to  that  of  the  corresponding  concrete  of  the  column 
coverings  (p.  194-195),  little  cracking  or  spalling  of  consequence  oc- 
curring before  failure. 

(1)  Influence   of   Concrete   Aggregate. — The    limestone    con- 
crete columns  all  withstood  the  8  hr.  fire  test  and  while  hot  sus- 
tained loads  exceeding  twice  the  load  applied  in  the  8-hr,  period. 
The  two  vertically  reinforced  trap   rock   concrete   columns   failed 
after  7  hr.,  23  min.  and  7  hr.,  57  min.,  respectively,  and  the  hooped 
column  withstood  the  8-hr,  fire  test  and  failed  under  a  load  about 
25  percent  greater  than  the  load  sustained  during  the  fire  test  (p.  128). 
A  2-in.  thickness  of  concrete  next  to  the  surface  was  assumed  as 
covering  in  all  cases  and  not  included  in  the  area  used  in  computing 
working  loads.     The  difference  in  results  within  the  group  can  be 
attributed  to  concrete  aggregate,  the  other  incidental  factors  being 
comparable  or  favoring  the  tests   giving  the   lower  results.     The 
trap  rock  concrete  fused  and  fluxed  at  some  points  to  a  depth  of 
about  one  inch,  which  undoubtedly  affected  the  time  to  failure  to 
some  extent.     The  results  obtained  with  the  concrete  of  both  ag- 
gregates show  a  high  degree  of  fire  resistance. 

(2)  Effect  of  Form  of  Column  and  Reinforcement. — No  ef- 
fects due  to  shape  of  column  or  form  of  reinforcement  were  evident, 
differences  in  results  being  within  the  limits  'of  incidental  varia- 
tions in  test  columns  and  test  conditions. 


DISCUSSION  OF  TEST  DATA  207 

No  line  of  cleavage  outside  of  the  wire  reinforcement  was 
found  after  test  in  the  hooped  column  of  limestone  concrete,  ex- 
cept in  the  immediate  region  of  failure,  where  it  was  apparently 
induced  by  the  strains  that  developed  when  the  column  failed.  In 
the  case  of  the  corresponding  trap  rock  concrete  column,  more 
evidence  indicating  separation  of  the  outer  protection  from  the  core 
at  the  line  of  the  reinforcement  was  found,  effects  which  may  in 
part  have  been  caused  by  the  fire  exposure. 

(3)  Recovery  of   Strength  after  Fire  Test. — One  length   of 
each  of  the  hooped  reinforced  concrete  columns  about  three  feet 
long  was  cut  outside  of  the  failure  region  in  the  fire  test  and  sub- 
sequently tested   in   compression.     The  limestone   concrete   speci- 
men sustained  a  total  load  of  517,000  Ib.  as  against  243,000  Ib.  im- 
mediately following  the  fire  test,  and  the  trap  rock  concrete  speci- 
men, 342,000  Ib.,  compared  with  163,000  Ib.  at  the  end  of  the  fire 
test.    While  a  portion  of  the  difference  may  be  due  to  initial  varia- 
tions  in   the    strength    of  the   concrete,   the   greater   part   can   be 
ascribed  to  recovery  in  strength  of  concrete  and  reinforcement. 

(4)  Effect  of  Water  Application. — The  concrete  of  the  col- 
umns subjected  to  fire  and  water  tests  was  placed  in  three  sections 
to  permit  using  two  or  three  kinds  in  each  column. 

In  the  case  of  the  square  vertically  reinforced  column,  No.  Ill, 
the  water  carried  away  the  concrete  at  the  corners  outside  of  the 
bars  and  pitted  the  concrete  on  the  most  exposed  face  to  depths  of 
from  ]/%  in.  to  1  in.  for  the  limestone  concrete  and  to  a  depth  of  2 
in.  for  the  Meramec  River  gravel  concrete  in  tfie  middle  section 
(Fig.  88,  p.  261). 

In  the  round  vertically  reinforced  column,  the  limestone  con- 
crete was  pitted  to  a  depth  of  1  in.  and  some  of  the  concrete  in  the 
upper  portion  of  the  Joliet  gravel  concrete  section  was  carried 
away.  In  the  middle  section,  consisting  of  Meramec  River  gravel 
concrete,  the  outer  concrete  was  stripped  off  by  the  water,  expos- 
ing the  reinforcing  bars  on  two  sides.  In  this  as  in  the  preceding 
test,  large  cracks  had  formed  in  the  concrete  of  the  middle  section 
during  the  fire  period. 

In  the  fire  and  water  test  of  the  hooped  reinforced  concrete 
column,  the  water  stripped  the  Meramec  River  gravel  concrete  and 
the  granite  concrete  from  the  wire  reinforcement  on  three  sides 
during  the  first  15  seconds  of  the  water  period  (Fig.  89).  Spalling 
of  concrete  had  exposed  portions  of  the  reinforcement  in  the  middle 
section  during  the  fire  period.  Further  application  of  water  caused 
stripping  to  the  reinforcement  in  the  upper  section  of  trap  rock  con- 
crete and  increased  the  effects  in  the  lower  sections. 


208  GENERAL  SUMMARY  AND  DISCUSSION 

The  condition  of  none  of  the  reinforced  concrete  columns  was 
such  as  to  cause  apprehension  of  early  failure  on  being  again 
exposed  to  fire  after  the  water  test,  since  the  proportion  of  the 
load  normally  carried  by  the  steel  reinforcement  was  not  large. 
Load  tests  to  failure  made  after  the  water  test  gave  factors  of 
safety  of  over  4  as  based  on  the  calculated  working  load. 

(j)  Timber  Columns 

Six  tests  of  timber  columns  were  made,  four  being  tested  un- 
protected. One  was  protected  by  a  single  layer  of  Portland  cement 
plaster  on  metal  lath  and  one  by  a  single  layer  of  gypsum  wall 
board.  Two  species  of  wood,  longleaf  pine  and  Douglas  fir,  and  two 
types  of  post  cap  details  were  employed  (Fig.  10,  p.  33). 

(1)  Unprotected  Timber  Columns. — The   time  to   failure   of 
the  unprotected  timber  columns  varied  from  35  to  50  min.   (p.  128), 
failure  occurring  in  all  cases  at  the  bearings  on  the  steel  or  cast  iron 
cap  introduced  near  the  top  of  the  column  (Figs.  80  to  82,  p.  253-255). 
The  deformation  at  the  bearing  increased  rapidly  after  the  first  20  min. 
and  at  failure  the  consequent  depression  equalled  three  inches  or 
more  (Fig.  47,  p.  140). 

The  average  time  to  failure  in  the  tests  with  longleaf  pine  was 
nearly  the  same  as  that  obtained  with  Douglas  fir,  although  the 
tests  were  hardly  comparable  on  account  of  the  higher  moisture 
content  of  the  Douglas  fir  in  the  condition  tested  (Table  2,  p.  34). 

The  columns  with  the  cast  iron  cap  and  pintle  stood  up  7  min. 
and  15  min.  longer  than  the  columns  with  the  steel  plate  cap,  the 
deformations  sustained  by  the  wood  at  the  cap  before  failure  en- 
sued being  larger  in  the  case  of  the  cast  iron  bearing. 

(2)  Protected    Timber    Columns. — The    outer    coat    of    the 
plaster  on  parts  of  the  lower  half  of  the  metal  lath  and  plaster 
protection  (Test  No.  78)  spalled  during  the  first  half  hour  of  the 
fire  test,  followed  later  by  local  buckling  out  of  lath  and  supporting 
channels.     Flames  from  the  column  issued   through  this  opening 
before  the   end  of  the  first  hour  and  about   fifteen  minutes  later 
flames  issued  from  cracks  in  the  plaster  around  the  column  cap. 
Crushing  of  the  wood  at  the  bearing  due  to  heating  of  the  cap 
caused  a  rapid  rate  of  depression  beginning  at  1  hr.,  40  min.  (Fig. 
47),  failure  accompanied  by  fracture  of  the  cap  occurring  at  2  hr., 
15  min.  (Fig.  79,  p.  252). 

The  wall  board  consisted  of  gypsum  plaster  filling  between 
paper  facings.  At  20  min.  flames  issued  from  horizontal  cracks  in 
the  plaster  board.  The  board  began  to  fall  off  the  body  of  the 
column  at  about  40  min.  and  at  54  min.  nearly  one-half  of  the  cover- 
ing had  fallen.  At  32  min.  part  of  the  covering  fell  off  the  flanges 


DISCUSSION  OF  TEST  DATA 


209 


of  the  steel  plate  cap,  the  failure  at  1  hr.,  13  min.  being  due  to 
slipping  at  the  cap  bearing  same  as  for  the  unprotected  timber 
columns  (Fig.  81,  p.  254,  Test  No.  80). 

The  protections  increased  the  ultimate  resistance  of  the 
columns  by  100  to  200  percent  as  compared  with  that  in  the  un- 
protected condition.  Protections  on  timb'er  columns  should  be 
applied  with  due  consideration  for  possible  deterioration  from  dry 
rot  that  may  under  certain  conditions  be  induced  by  the  presence 
of  the  coverings,  particularly  when  the  wood  is  not  fully  seasoned 
or  where  it  is  exposed  to  dampness. 

(3)  Strength  After  Fire  Test.— The  failure  being  localized  at 
che  bearing  did  not  develop  the  full  resistance  of  the  column.  The 
wood  was  burnt  and  charred  to  depth  of  J4  in-  to  1^4  m->  involving 
reductions  in  effective  area  of  29  to  55  percent.  One  specimen  3 
ft.  long  was  cut  from  each  of  the  tested  columns  and  tested  in 
compression  about  ten  weeks  after  the  fire  test.  The  results  of 
the  tests  are  given  in  Table  45  where  also  are  given  results  of  tests 
on  comparable  specimens  of  unburnt  timber.  The  results  indicate 
a  reduction  in  the  total  load  approximately  in  proportion  to  the 
reduction  in  area,  the  average  of  the  maximum  unit  loads  sus- 
tained by  the  burnt  and  unburnt  timber  of  each  species  being  nearly 
equal. 

The  strength  remaining  in  the  timber  at  the  end  of  the  fire 
test  was  considerably  lower  than  the  values  given  in  Table  45,  due 
to  its  heated  condition. 

TABLE  45.-COMPRESSIVE  STRENGTH  OF  TIMBER  AFTER 
FIRE  TEST 

Specimens  3  ft.  long 


Spec- 
imen 
No. 

Section  Before  Test 

Section  After  test 

Reduc- 
tion, 
Percent 

•Mois- 
ture 
Con- 
tent, 
Percent 

Maximum  Load 

Species 

Outside 
Dimensions, 
In. 

Area, 
Sq.  In. 

Outside 
Dimensions, 
In. 

Effec- 
tive 
Area, 
Sq.  In. 

Total, 
Lb. 

Lb.per 
Sq.  In. 

78-1 
79-1 
80-1 
81-1 

82-1 
83-1 

P-l 

F-l 
F-2 

Longleafpine 
Longleaf  pine 
Longleaf  pine 
Longleaf  pine 

Longleaf  pine 

Douglas  fir  .  . 
Douglas  fir  .  . 

Douglas  fir. 
Longleaf  pine 

Douglas  fir.  . 
Douglas  fir.  . 

Douglas  fir.  . 

ll.Sby  11.5 
11.2  by  11.  2 

11.2by  11.3 
11.4by  11.4 

129 
,     125 
126 
129 

7.  9  by  8.  4 
8.  8  by  9.1 
9.0  by  9.0 
9.0by9.1 

58 
76 
75 

77 

55 
44 
40 
40 

15.5 

14.4 
15.8 
16.2 

370,000 
381,000 
399.000 
475,000 

6380 
5010 
5320 
6170 

5720 

3725 
4395 

15.5 

11.  4  by  11.  4 

11.  4  by  11.4 

129 
129 

9.  5  by  9.  5 

10.  6  by  10.7 

87 
91 

33 
29 

22.7 
18.8 

324,000 
400,000 

Average  
11.  2  by  11.  4 

11.  4  by  11.4 
11.  4  by  11.4 

20.7 
19.3 

18.9 
18.9 

750,000 

502,000 
500,000 

4060 
5705 

3890 
3875 

127 

129 
129 

Specimen  of 

Specimen  of 
Specimen  of 

unburnt 

unburnt 
unburnt 

timber. 

timber, 
timber. 

18.9 

3880 

*Determined  from  samples  taken  near  point  of  failure,  dried  to  constant  weight  at  100°  C. 


XIII.     FIRE    RESISTANCE    PERIODS    DERIVED 
FROM  THE  TEST  RESULTS 

The  results  of  the  tests,  in  point  of  time  to  failure,  will  be 
summarized  in  terms  of  hours  and  minutes  of  fire  resistance  af- 
forded by  the  different  types  of  column  and  protections  tested. 

1.    BASIS  OF  DERIVATION 

(a)     Method    of    Computation 

A  given  resistance  period  is  taken  to  hold,  if  the  time  to  failure 
in  the  fire  test,  or  the  average  of  the  time  to  failure  in  a  group  of 
similar  tests,  is  equal  to  one  and  one-half  times  the  given  resistance 
period.  The  deduction  of  one-third  of  the  test  duration  is  made 
to  allow  for  incidental  variations  in  material  and  workmanship  of 
columns  and  coverings,  and  differences  in  load  and  fire  condi- 
tions that  cause  variations  in  results  with  nominally  comparable 
columns.  Individual  test  results  within  a  given  group  may  be 
below  this  limit  but  not  below  the  designated  resistance  period. 

(b)     Intervals 

Resistance  periods  are  taken  5  min.  apart  up  to  one-half  hour, 
at  15-min.  intervals  from  one-half  hour  to  one  hour,  at  one-half 
hour  intervals  from  one  hour  to  four  hours  and  at  one-hour  inter- 
vals from  four  hours  to  eight  hours.  A  tolerance  of  %  of  an  inter- 
val is  allowed,  a  given  even  value  of  the  resistance  period  being 
taken  if  the  period,  computed  according  to  the  method  given  above, 
is  not  more  than  %  of  the  interval  below  the  given  period  value. 

(c)     Table  of  Fire  Resistance  Periods 

A  tabulation  of  the  fire  resistance  periods  obtained  from  the 
results  of  the  present  series  of  tests  is  given  in  Table  46. 

210 


TABLE  OF  FIRE  RESISTANCE  PERIODS 


211 


TABLE  46.— FIRE  RESISTANCE  PERIODS  DERIVED  FROM  THE  TEST 

RESULTS 


Type  of 
Column 

PROTECTION 

Minimum 
Area  of 
Solid 
Material, 
Sq.  In. 

Nominal 
Thickness 
of 
Protection, 
In. 

Fire 
Resistance 
Period 

Material 

Details 

Structural  stee' 

Structural 
steel,  solid 
section 

Structural 
steel,  solid 
section 

Structural 
steel,  open 
latticed 
section 

Structural 
steel,  open 
latticed 
section 

Structural  steel 

Structural  steel 
Structural  steel 

Structural  steel 
Structural  steel 

Structural  steel 
Structural  steel 
Structural  steel 

Structural  steel 
Structural  steel 
Structural  steel 

Structural  steel 
Structural  steel 

Unprotected 

Partly  protected  by  fill- 
ing reentrant  spaces 
with  concrete.    Con- 
crete  aggregates 
limestone,  calcareous 
gravel,     trap     rock 
granite,  sandstone  or 
hard  coal  cinder 

Partly  protected  by  fill- 
ing  reentrant    spaces 
with    concrete.      Ag- 
gregates;    limestone 
calcareous  gravel  or 
trap  rock 

Partly  protected  by  fill- 
ing  interior   and   re- 
entrant  spaces   with 
concrete;    trap    rock 
aggregate 

Partly  protected  by  fill- 
ing  interior   and    re- 
entrant  spaces   with 
concrete;  limestone  or 
calcareous  gravel  ag- 
gregate 

Portland  cement  plaster 
on  metal  lath 

do    

Minimum  metal  thick- 
ness, .20  in. 

Mixture,  1:6  or  1:8.  Con- 
crete tied  with  verti- 
cal   and     horizontal 
steel  ties 

do    

8 
35 

60 

120 
120 

40 

80 
100 

200 
100 

140 
200 
100 

140 
200 
100 

140 
200 

10  min. 
l/2  hr. 

Mhr. 

2hr. 
3H  hr. 

Mhr. 

1V4  hr. 
Ihr. 

2%  hr. 
2K  hr. 

3^hr. 
5hr. 
3hr. 

4hr. 
5hr. 
4hr. 

6hr. 
8hr. 

Mixture,    1:6.      Filling 
extends     to     outside 
rivets  and  covers  lat- 
tice and  main  mem- 
bers 

do    

1  layer 
lin. 

2  layers  each 

Xifc. 

2 

4 
2 

3 
4 
2 

3 
4 
2 

3 

4 

Proportion    of   plaster, 
I:l-10:2y2,     Portland 
cement,   hydrated 
lime  and  sand 

do    

Concrete;    siliceous 
gravel  aggregate 

do 

Mixture.  1:6.    Concrete 
tied  with  steel  ties  or 
wire    mesh    equiva- 
lent to  not  less  than 
No.  5  (B.  &  S.  gage) 
wire  on  8  in.  pitch 

do          

Concrete;  granite,  sand- 
stone   or    hard    coal 
cinder  aggregate 

do 

Mixture,  1:6.    Concrete 
tied  as  above 

do 

do 

do        

Concrete:  trap  rock  ag- 
gregate 

do 

Mixture.  1:6.    Concrete 
tied  as  above 

do        

do 

do    

Concrete;  limestone  or 
calcareous  gravel  ag- 
gregate 

do 

Mixture,  1:6.    Concrete 
tied  as  above 

dp    

do 

do    

212 


FIRE  RESISTANCE  PERIODS 


TABLE  46. 


-FIRE  RESISTANCE  PERIODS  DERIVED  FROM  THE  TEST 
RESULTS— Continued  ' 


Type  of 
Column 

PROTECTION 

Minimum 
Area  of 
bulid 
Material, 
fc>q.  In. 

Nominal 

rihiCkne_s 
of 
Protection, 
In. 

Fire 

Resistance 
i  eriod 

Material 

Details 

Structural 
steel,  solid 
section 

Structural 
steel,  Bolid 
section 

Structural 
steel,  solid 
section 

Hollow    tile;    semi-fire 
clay,,  medium    hard. 
No  filling 

Hollow  tile;  surface  clay 
or    shale.      Concrete 
filling   on   web  sides 

Hollow    tile,  extra 
heavy;   surface  clay. 
Concrete  filling  on 
web  sides 

Mortar    joint    between 
tile    and    column 
flanges.    Outside  wire 
ties 

do 

80 
100 
160 

2,  3  or  4 
2,  3  or  4 
3  or  4 

Ihr. 
Ihr. 
ll/2  hr. 

do       

Structural  steel 
Structural  steel 

Hollow    tile;    semi-fire 
clay  or  surface  clay. 
Concrete     filling    all 
around 

do     

Outside  wire  ties 

Metal  ties  in  horizontal 
joints 

163 
160 

2,  3  or  4 
3  or  4 

2hr. 
2#hr. 

Structural 
steel,  solid 
section 

Structural 
steel,  solid 
section 

Hollow  tile;  surface 
clay.       Hollow     tile 
filling 

do 

Mortar    joint    between 
tile    and    column 
flanges     and     webs. 
'  Metal    ties    in    hori- 
zontal joints 

Mortar    joint    between 
tile   and    column 
flanges     and     webs. 
Outside  wire  ties 

240 
240 

2  lavers 
each 
2  in. 

2  layers 
each 
2  in. 

3hr. 
Ihr. 

Structural  steel 

Structural  steel 
Structural  steel 

Structural  steel 
Structural  steel 
Round  cast  iron 

Round  cast  iron 

Common  brick;  surface 
clay 

do     

Brick  set  on  edge  and 
end 

Brick  laid  on  side 

Metal  ties  in  horizontal 
joints.     Mortar  joint 
between  blocks  and 
column  flanges 

do              

140 

240 
130 

180 
240 
12 

35 

2M 

3M 
2 

3 
4 

Ihr. 

5hr. 
IVt  hr. 

2V4  hr. 
3K  hr. 
20  min. 

H  hr. 

Solid    gypsum    block. 
Gypsum     block     or 
poured  gypsum  filling 

do                    

do                    

do 

Unprotected;  unfilled 

Unprotected;      interior 
filled  with  concrete 

Minimum  thickness  of 
metal,  .60  in. 

do     

Round  cast  iron 

Portland  cement  plaster 
on  high  ribbed  metal 
lath 

Proportion   of   plaster, 
l:J0:2yz,        Portland 
cement,   hydrated 
lime  and  sand 

60 

1  layer, 
1V4  in. 
%  in. 
air  space 

2hr. 

Round  cast  i,ron 

Concrete;     trap     rock, 
granite  or  hard  coal 
cinder  aggregate 

Mixture,  1:7.    Concrete 
tied   with  steel   ties 
equivalent  to  not  less 
than  No.  5  (B.  &  S. 
gage)  wire  on   8   in. 
.     pitch 

70 

2 

2hr. 

Round  cast  iron 

Hollow     tile:     porous 
semi-fire  clay 

Outside  wire.ties.  Mor- 
tar joint  between  tile 
and  column   * 

70 

2 

2hr. 

BASIS  OF  DERIVATION 


213 


TABLE  46.— FIRE  RESISTANCE  PERIODS  DERIVED  FROM  THE  TEST 

RESULTS— Concluded 


Type  of 
Column 

PROTECTION 

Minimum 
Area  of 
Solid 
Material, 
Sq.  In. 

Nominal 
Thickness 
of 
Protection, 
In. 

Fire 
Resistance 
Period 

Material 

Details 

Steel  pipe 

Reinforced 
steel  pipe 

Reinforced 
concrete 

Reinforced 
concrete 

Timber,  long- 
leaf     pine     or 
Douglas  fir 

Timber,    long- 
leaf     pine     or 
Douglas  fir 

Timber,    long- 
leaf     pine     or 
Douglas  fir 

Unprotected.    Filled 
with  concrete 

Unprotected.    Filled 
with  concrete  and  re- 
inforced   in    the    fill 
with  structural  shapes 

Limestone  or  calcareous 
gravel  concrete 

Trap  rock  concrete 
Unprotected 

Gypsum  wall  board 

Portland  cement  plaster 
on  metal  lath 

Concrete   mixture, 
1:1^:3 

Concrete   mixture, 
1:1^:3 

Mixture  1:6.    Concrete 
reinforced   with  ver- 
tical bars  and  lateral 
ties  or  hooping  •* 

do 

35 
45 

220 

220 
120 

140 
160 

25  min. 
Mhr. 

8hr. 

5hr. 
25  min. 

Khr. 

l^hr. 

2 
2 

Unprotected   cast  iron 
or  steel  cap 

Cast  iron  or  steel  cap 

Cast  iron  or  steel  cap. 
Proportion  of  plaster, 
1:^:2^,     Portland 
cement,   hydrated 
lime  and  .sand 

1  laver, 
%in. 

1  layer, 
1  in. 
with  %  in. 
air  space 

(d)     Derivation   of   Method 

The  method  of  computation  is  obtained  from  comparison  of 
duplicate  or  nearly  duplicate  column  tests,  considered  in  connec- 
tion with  conditions  affecting  comparable  column  constructions  in 
buildings.  In  the  fire  tests,  the  maximum  range  in  time  to  failure 
of  unprotected  structural  steel  columns  was  49  percent,  comparable 
tests  of  partly  protected  steel  columns  gave  a  range  in  values  of  24 
percent,  plaster  on  metal  lath  protections,  15  percent,  and  2-in. 
concrete  protections,  25  per  cent,  all  percentages  being  based  on 
the  highest  value  within  the  group.  The  time  to  failure  in  three 
tests  of  unprotected  cast  iron  columns  differed  by  less  than  one  per- 
cent. In  hollow  clay  tile  protections,  excluding  Nos.  50  and  50A 
on  account  of  not  being  tied,  the  maximum  range  in  test  duration 
within  a  group  of  comparable  tests  was  30  percent,  and  in  gypsum 
block  protections,  26  percent.  Unprotected  timber  columns  with 
exposed  steel  or  cast  iron  caps  gave  a  range  in  time  to  failure  of  30 
percent  part  of  which  was  due  to  difference  in  bearing  details. 


214  FIRE  RESISTANCE  PERIODS 

In  the  case  of  unprotected  structural  steel  columns,  the  range 
in  shape  of  section  tested  was  large  and  a  deduction  of  one-third 
from  the  average  time  to  failure  gives  a  period  below  which  test 
results,  obtained  under  comparable  load  and  fire  conditions,  are 
not  likely  to  fall,  with  the  limitations  in  thickness  of  metal  and 
area  of  section  given  in  Table  46.  All  of  the  other  variations  noted 
above  come  within  30  percent  of  the  highest  value  in  the  respective 
groups,  although  it  is  appreciated  that  the  test  duplications  were 
not  sufficient  in  number  tp  develop  the  full  possibility  of  difference 
in  results,  also,  that  columns  and  protections  in  buildings  are  sub- 
ject to  greater  variability  than  the  test  columns.  The  basis  of 
derivation  adopted  assumes  possibility  of  variation  of  about  33  per- 
cent above  and  below  an  average  value  or  a  total  of  about  66  per- 
cent of  the  average.  Irrespective  of  whether  or  not  this  range  in 
results  would  fully  develop  in  a  sufficiently  large  number  of  com- 
parable cases  in  buildings,  the  use  of  the  one-third  reduction  to 
obtain  minimum  ultimate  fire  resistance  periods  is  considered  justi- 
fied because  of  the  few  number  of  tests  on  which  most  of  the  re- 
sistance periods  are  based,  several  of  them  being  derived  from 
single  tests,  the  results  of  which  it  is  necessary  to  assume  fall 
within  the  higher  rather  than  the  average  or  lower  range  of  possible 
variation. 

(e)     Resistance  to  Water  Application 

With  reference  to  fire  and  water  exposure,  the  results  are 
regarded  as  satisfactory  if  the  applied  load  was  safely  sustained 
during  the  fire  and  water  periods,  and  in  the  case  of  the  protected 
columns,  if  the  covering  remained  in  place,  after  a  2-min.  period  of 
water  application  to  such  extent  as  to  prevent  early  failure  of  the 
column  on  being  again  exposed  to  fire,  precluding  in  all  cases 
complete  removal  of  the  covering  from  any  section  of  the  column. 

(f)     Size  Limitations 

The  derived  fire  resistance  periods  apply  most  nearly  to  col- 
umns of  approximately  the  same  size  as  those  tested  and  should  be 
applied  with  considerable  caution  in  connection  with  smaller 
columns.  Minimum  areas  with  relation  to  the  derived  periods  are 
given  in  Table  46.  The  studies  made  on  effect  of  size  indicate  that 
the  test  results  can  be  applied  with  safety  to  columns  of  larger  size 
than  those  tested. 


BASIS  OF  DERIVATION  215 

(g)     Application  to  Building  Conditions 

It  is  believed  that  the  types  of  columns  and  protections  tested 
can  be  applied  with  confidence  in  building  construction  as  being 
able  to  resist  fires  of  duration  equal  to  the  resistance  periods  here- 
with derived  for  the  respective  types,  provided  that  reasonable  care 
is  taken  to  identify  the  material  used  and  to  secure  a  fair  grade  of 
workmanship. 

In  constructing  the  coverings  and  columns,  a  consistent  effort 
was  made  to  introduce  methods  and  conditions  similar  to  those 
incident  with  building  construction,  and  it  is  thought  that  the  col- 
umns as  tested  are  fairly  representative  of  the  average  attained  in 
good  building  practice. 

The  columns  tested  covered  a  wide  range  in  material  and  shape 
of  section  and  each  class  of  covering  material  was  represented  by 
its  main  varieties  in  common  use.  In  applying  the  results  broadly, 
some  difficulty  may  be  experienced  due  to  difference  in  materials 
of  the  same  kind  or  name  as  occurring  in  different  localities,  relative 
to  which  some  explanatory  notes  and  cautions  are  given  in  deriv- 
ing fire  resistance  periods  with  the  respective  materials.  It  is  be- 
lieved that  if  the  materials  are  properly  identified,  and  classed  with 
the  corresponding  materials  employed  in  the  column  tests,  the 
resulting  difference  in  fire  resisting  properties  will  not  be  large, 
provided  the  mineral  constituents  and  impurities  are  within  the 
limits  hereafter  given. 

In  the  column,  tests,  the  temperatures  indicated  by  the  pyro- 
meters, while  corresponding  on  the  average  quite  closely  with  those 
on  the  reference  curve  (compare  reference  curve  and  average  curve, 
Fig.  39),  were  lower  than  that  of  the  furnace  gases  surrounding 
them,  due  mainly  to  radiant  heat  interchange  between  the  pyrometer 
and  the  colder  furnace  enclosure.  The  difference  was  determined 
to  be  as  large  as  150°  C.  for  points  near  the  beginning  of  the  test, 
with  gradual  decrease  to  less  than  50°  C.  at  the  end  of  an  8-hr,  run 
(p.  115-120,  Fig.  41).  The  high  intensity  of  the  furnace  ex- 
posure to  which  the  columns  were  subjected,  can  be  taken  as  com- 
pensating to  some  extent  for  differences  in  material  incident  with 
broad  application  of  the  test  results,  and  give  assurance  that  such 
application  is  justified  where  the  variance  from  the  materials  tested 
is  not  too  large. 


216  FIRE  RESISTANCE  PERIODS 

The  loads  applied  to  the  columns  during  the  test  come  within 
the  higher  range  of  normal  working  loads,  and  it  is  believed  that 
the  loads  imposed  on  columns  under  fire  conditions  in  buildings  will 
seldom  be  much  larger,  either  as  caused  by  floor  loads  or  by  unequal 
expansion  of  adjacent  columns  during  the  fire. 

The  column  coverings  had  a  full  and  firm  bearing  at  the  base 
of  the  column  and  were  full  and  continuous  at  the  top,  and  there- 
fore took  portions  of  the  applied  load  proportionate  to  their  relative 
area  and  rigidity  with  respect  to  the  structural  section.  Coverings 
as  applied  in  buildings  will  sometimes  have  less  firm  bearing  at  the 
base  and  be  less  continuous  at  the  top,  due  to  obstructions  to  proper 
placement  offered  by  the  floor  members.  This  difference  in  ability 
to  carry  load  will  affect  chiefly  the  concrete  protections  and  fillings, 
since  the  other  types  have  little  load  carrying  capacity  near  failure. 
With  concrete  protections  it  will  affect  only  the  period  between 
maximum  expansion  and  failure,  the  metal  section  assuming  almost 
all  of  the  load  during  the  preceding  period,  due  to  its  higher  rate 
of  expansion.  Concrete  will  develop  bond  within  a  relatively  short 
distance  with  a  number  of  forms  of  metal  section,  making  the  cov^- 
ering  in  effect  a  part  of  the  column  in  the  middle  portion  of  its 
length,  even  if  it  is  not  fully  continuous  at  the  ends.  It  is  therefore 
apparent  that  the  difference  between  the  test  condition  and  the  con- 
dition of  possible  occurrence  in  buildings  is  not  large  as  far  as  it 
concerns  the  fire  resistance  of  the  column,  and  considering  the  rela- 
tively smaller  variations  due  to  other  causes  generally  incident  with 
concrete  protections,  it  can  be  taken  as  sufficiently  allowed  for  in 
the  reduction  of  the  time  to  failure  adopted  for  deriving  fire  re- 
sistance periods. 

The  fire  resistance  afforded  by  columns  is  based  on  the  time 
to  failure  rather  than  the  useful  limit  because  the  former  is  def- 
initely determined  by  the  test  procedure.  It  is  deemed,  however, 
that  with  the  interpretation  of  test  results  given  above,  the  pro- 
tection given  by  the  columns  and  coverings  will  generally  be  suf- 
ficient to  prevent  permanent  damage  of  such  extent  as  to  require 
repair  or  replacement  after  fire  exposures  corresponding  in  duration 
to  the  pertaining  resistance  periods.  Only  where  very  severe  local 
fire  exposure  is  coincident  with  other  unfavorable  conditions,  such 
as  inferior  material  and  workmanship,  will  the  resistance  of  the 
column  beyond  its  useful  limit  be  likely  to  be  developed. 


DERIVATION  FROM  TEST  RESULTS  217 

2.    DERIVATION  OF  FIRE  RESISTANCE  PERIODS 

In  deriving  the  resistance  periods  the  method  described  in  par. 
la  of  this  section  is  followed,  giving  consideration  also  to  effects 
of  water  application  as  explained  in  par.  le.  Interpolations  for  cov- 
ering thicknesses  intermediate  between  those  tested  are  made 
where  justified  by  the  test  results.  Limited  extension  of  results  to 
materials  not  included  in  the  particular  combination  considered, 
but  giving  similar  test  characteristics  in  other  related  tests  of  this 
scries,  is  made  in  the 'case  of  concrete  and  hollow  clay  tile  pro- 
tections (Table  46,  p.  211-213). 

,  For  columns  with  square  or  rectangular  protections  all  portions 
of  the  main  members  are  assumed  covered  by  not  less  than  the 
nominal  thickness  of  material  specified.  With  round  coverings,  on 
columns  of  square  or  rectangular  outline,  the  distance  from  the 
surface  to  the  edge  of  the  main  column  members  may  be  reduced 
somewhat,  provided  the  resulting  cross-sectional  area  is  not  less 
than  that  of  a  square  or  rectangular  protection  of  the  same  nominal 
thickness. 

Details  having  relatively  large  areas,  such  as  lattice  bars  and 
splice  plates  need  to  be  covered  by  the  nominal  thickness  specified. 
For  smaller  areas,  as  of  rivets  and  extreme  edges  of  bracket  or  sup- 
porting angles,  the  covering  thickness  may  be  reduced  to  one  inch. 

Where  partitions  or  pipe  enclosures  are  supported  by  column 
coverings,  the  connection  should  be  made  so  that  the  stability 
of  the  covering  is  not  affected  by  buckling  or  failure  of  the  sup- 
ported walls.  Pipes  should  not  be  placed  within  the  thickness 
of  covering  required  for  the  given  resistance  periods  nor  incor- 
porated in  the  covering  in  such  manner  as  to  dislodge  any  essential 
portion  thereof  by  expansion  or  buckling  incident  with  normal  use 
or  with  fire  conditions. 

(a)    Unprotected  Structural  Steel  Columns 

As  based  on  Test  Nos.  1  to  8,  and  with  not  less  than  the  mini- 
mum metal  thickness  and  area  of  section  given  in  Table  46,  un- 
protected structural  steel  columns  give  10-minute  fire  resistance. 

The  low  degree  of  resistance  afforded  indicates  unsuitability 
for  use  where  fires  of  any  appreciable  degree  of  intensity  and  dura- 
tion are  possible. 


218  FIRE  RESISTANCE  PERIODS 

(b)   Partly  Protected  Structural  Steel  Columns 

The  protection  consists  of  concrete  that  fills  the  interior  and 
reentrant  portions  to  the  outside  of  the  extreme  metal  on  the 
main  members.  Except  on  the  open  sides  of  latticed  columns,  the 
concrete  is  secured  with  horizontal  and  vertical  metal  ties. 

(1)  Solid  Section  Columns. — Structural  steel  columns  of  solid 
rolled  or  riveted  section,  whose  reentrant  portions  are  filled  with 
concrete  made  with  any  of  the  aggregates  included  in  the  present 
series  of  tests,  except  highly  siliceous  sand*  and  gravel,  mixed  in 
proportion  of  1   part  Portland  cement  to  not  more  than  8  parts 
fine  and  coarse  aggregates  combined,  and  with  combined  area  of 
steel  and  concrete  not  less  than  35  sq.  in.,  give  one-half  hour  fire 
resistance.   'Similar  columns  filled  in  the  same  manner  with  lime- 
stone, calcareous  gravel  or  trap  rock  concrete,   and  with  area   of 
filled  column  not  less  than  60  sq.  in.,  give  three-fourths  hour  fire 
resistance. 

The  one-half  hour  period  is  based  on  Test  Nos.  15,  16  and  17, 
and  the  three-fourths  hour  period  on  Test  Nos.  14,  20  and  21. 

(2)  Open  Latticed  Section. — Structural  steel  columns  of  open 
latticed  section,  with  the  interior  and  reentrant  portions  filled  with 
concrete  of  proportion  1  part  Portland  cement  to  not  more  than  6 
parts  fine  and  coarse  aggregates  combined,  and  with  total  area  of 
not  less  than  120  sq.  in.,  give  2-hour  fire  resistance  if  concrete  is 
made  with  trap  rock  aggregate  and  3^-hour  fire  resistance  if  lime- 
stone aggregate  is  used. 

The  above  conclusions  are  based  on  Test  Nos.  18  and  22,  the 
higher  resistance  over  the  solid  section  columns  being  due  to  ab- 
sence of  large  areas  of  exposed  metal.  It  is  essential  to  use  concrete 
that  is  not  subject  to  cracking  or  spalling  since  the  covering  on 
parts  of  the  main  members  is  usually  little  more  than  one  inch  thick 
and  not  tied. 

(c)   Structural  Steel  Columns  with  Plaster  on  Metal  Lath 
Protections 

The  plaster  may  be  applied  on  either  expanded  metal  or  woven 
wire  lath.  The  layer  thickness  is  measured  from  the  inner  line  of 
the  lath.  The  proportion  of  the  plaster  considered  is  1  part  Port- 
land cement  to  not  more  than  2y2  parts  medium  coarse  sand,  with 
lime  added  equal  to  Vio  of  the  cement  volume.  The  periods  derived 
are  based  on  Test  Nos.  23  to  26,  and  110,  in  which  the  above  pro- 
portion was  used.  The  effect  of  varying  the  lime  content  is  other- 
wise not  known. 


DERIVATION  FROM  TEST  RESULTS  219 

(1)  Single  Layer  Protection. — Structural  steel  columns  pro- 
tected by  a  layer  of  Portland  cement  plaster  1  in.  thick,  applied  on 
metal  lath  give  three-fourths  hour  fire  resistance. 

(2)  Double  Layer  Protection. — Structural  steel  columns  pro- 
tected by  two  layers  of  Portland  cement  plaster  each  J^  in.  thick 
with  J^-in.  airspace  between  layers,  give  \y2  hour  fire  resistance. 

(d)   Concrete  Protections  on  Structural  Steel  Columns 

The  protections,  preferably  placed  without  construction  joints, 
should  extend  through  the  floors,  where  the  floor  filling  is  of  other 
material  than  concrete,  and  be  tied  writh  iron  or  steel  wires  or  mesh, 
embedded  in  the  covering  and  extending  to  within  about  one  inch 
from  its  surface,  the  ties  to  be  equivalent  to  not  less  than  a  No.  5 
(B.  and  S.  gauge)  steel  wire  wound  spirally  on  a  pitch  of  8  in. 

The  proportion  of  concrete  mixture  taken  is  1  volume  part 
Portland  cement  to  6  parts  fine  and  coarse  aggregates  combined,  94 
Ib.  of  the  cement  being  taken  as  its  weight  per  cu.  ft.  The  effect  of 
reducing  the  cement  content  of  the  mixture  was  not  definitely  deter- 
mined in  the  tests  although  some  reduction  in  fire  resistance  was 
noted  as  between  the  1 : 6  and  the  1 : 8  proportion,  estimated  as 
equivalent  to  reductions  in  the  resistance  periods  of  not  more  than 
one-half  hour  for  periods  up  to  three  hours  and  possibly  as  much 
as  one  hour  for  the  longer  resistance  periods. 

Limitations  relative  to  size  are  given  in  Table  46  (p.  211).  For 
columns  of  dimensions  much  larger  than  the  given  minimum,  the 
periods  apply  with  a  considerable  margin  of  safety. 

(1)  Siliceous  Gravel  Concrete  Protection. — Structural  steel 
columns  covered  with  a  2-in.  thickness  of  concrete  made  with  gravel 
aggregate  of  high  silica  content,  give  one-hour  fire  resistance,  and 
with  similar  4-in.  protections  give  2%-hour  fire  resistance. 

Since  the  failure  of  coverings  of  this  type  of  concrete  is  de- 
pendent on  stability  of  portions  thereof,  no  adequate  basis  is  pres- 
ent for  estimating  of  the  value  of  the  resistance  period  for  thick- 
nesses intermediate  between  two  inches  and  four  inches. 

The  periods  are  based  on  Test  Nos.  39  and  45  where  the  ag- 
gregate consisted  mainly  of  chert  grains  and  pebbles.  Since  this 
form  of  silica  develops  as  great  or  greater  disruptive  effects  on  ex- 
posure to  fire  as  quartz,  flint  and  related  minerals,  the  derived 
protection  periods  apply  generally  where  concrete  made  with  all 
common  forms  of  siliceous  aggregates  is  used. 


220  FIRE  RESISTANCE  PERIODS 

(2)  Granite,  Sandstone  or  Hard  Coal  Cinder  Concrete  Pro- 
tection.— Structural  steel  columns  covered  with  2-in.  protections  of 
granite,  sandstone  or  hard  coal  cinder  concrete,  give  2^-hour  fire 
resistance,  with  3-in.  coverings  give  3^-hour  fire  resistance,  and 
with  4-in.  coverings  give  5-hour  fire  resistance. 

Tests  were  made  of  2-in.  coverings  of  concrete  made  with  sand- 
stone and  cinder  (Nos.  31,  32,  32A,  43,  44  and  104),  and  in  the 
4-in.  thickness,  with  granite  as  the  coarse  aggregate  (Test  Nos.  34, 
34A  and  103).  The  extension  of  the  results  with  sandstone  and 
cinder  concrete  to  cover  thicknesses  heavier  than  2  in.,  and  of  gran- 
ite concrete  to  cover  thicknesses  lower  than  4  in.,  is  based  on  rela- 
tive effectiveness  with  respect  to  trap  rock  concrete  in  coverings 
(Test  Nos.  29,  36  and  37)  of  comparable  thickness. 

The  granite  used  in  the  concrete  of  the  column  coverings  tested, 
contained  35  percent  quartz  and  about  60  percent  feldspars,  chiefly 
orthoclase  (Table  20,  p.  360),  the  size  of  crystals  ranging  from  .03 
in.  to  .35  in.  The  range  in  quartz  content  of  granites  is  generally 
from  20  to  40  percent  with  extremes  from  5  to  50  percent.  In  crystal 
size  the  general  range  is  from  .02  in.  to  .40  in.,  with  extremes  up  to 
2J^  in.  It  appears  therefore  that  the  granite  tested  came  within  the 
higher  range  in  quartz  content  and  had  crystals  of  average  size.  To 
what  extent  changes  in  mineral  composition  and  crystal  size  of 
granite  affect  the  fire  resistive  properties  of  concrete  made  with  it 
is  not  known,  although  it  would  be  expected  that  those  of  lower 
quartz  content  will  be  the  least  subject  to  destructive  fire  effects. 

The  B'erea  sandstone  used  in  these  tests  was  a  silica  cemented 
stone  of  average  hardness,  consisting  almost  wholly  of  subangular 
grains  of  quartz.  Some  disintegration  from  heat  due  to  loss  of  ce- 
menting properties  was  noted  but  not  enough  to  affect  the  fire  re- 
sisting properties,  the  principal  fire  effects  being  cracking  and  dis- 
lodgement  of  relatively  large  masses,  induced  presumably  by  the 
high  quartz  content. 

Among  sandstone  used  as  concrete  aggregate,  quartzite  has 
all  pore  spaces  filled  with  silica  cement,  resulting  in  a  hard  homo- 
geneous quartz  mass.  Flame  tests  made  on  small  specimens  of  the 
stone  do  not  indicate  any  greater  disruptive  effects  than  those  in- 
cident with  similar  tests  of  other  sandstones. 

Silica  cemented  sandstones  range  in  hardness  from  compacted 
sand  to  a  condition  approaching  quartzite,  all  being  of  high  silica 
content,  usually  over  95  percent.  The  softer  grades  are  generally 
eliminated  from  use  as  concrete  aggregate  on  the  score  of  deficient 
strength  and  hardness. 


DERIVATION  FROM  TEST  RESULTS  221 

The  lime  cemented  sandstones  range  in  mineral  composition 
from  nearly  pure  sandstone  to  sandy  limestones  carrying  only  small 
amounts  of  silica.  The  iron  (limonite)  and  clay  cemented  sand- 
stones, of  which  the  brownstones  are  representative,  carry  vari- 
able amounts  of  feldspar  and  mica,  the  range  in  free  quartz  content 
being  from  50  to  90  percent.  The  bluestones  of  New  York,  Pennsyl- 
vania and  West  Virginia  contain  from  20  to  60  percent  quartz,  the 
other  minerals  being  mainly  feldspar  and  hornblende. 

While  not  possible  to  predict  fully  the  behavior  of  combina- 
tions of  minerals  on  exposure  to  fire,  it  is  probable  that  the  addition 
of  calcareous,  clayey  or  felspathic  minerals  to  quartz  to  form  the 
sandstones  noted  above,  will  decrease  rather  than  increase  the 
cracking  incident  with  fire  exposure  of  purer  forms  of  the  rock 

The  hard  coal -cinder  contained  about  ten  percent  unburned  coal 
and  five  percent  ash,  and  to  obtain  comparable  results  these  per- 
centages should  not  be  greatly  exceeded. 

(3)  Trap   Rock    Concrete    Protection. — Structural    steel    col- 
umns protected  by  2-in.  coverings  of  trap  rock  concrete  give  3-hour 
fire  resistance,  with  3-in.  coverings  give  4-hour  fire  resistance,  and 
with  4-in.  coverings  give  5-hour  fire  resistance  (Test  Nos.  29,  36, 
37,  40,  101,  103  and  104). 

The  periods  for  the  2-in.  and  4-in.  coverings  were  derived 
directly  from  the  test  results,  and  the  period  for  the  3-in.  thick- 
ness taken  as  their  average. 

Trap  rock  is  a  dark  colored  fine  grained  igneous  rock  that  does 
not  vary  greatly  in  mineral  composition,  and  carries  at  most  only 
a  trace  of  quartz  (Table  20).  The  term  does  not  include  the  hard 
sandstones  known  under  the  same  name  in  some  localities. 

(4)  Limestone  or  Calcareous  Gravel  Concrete  Protection. — 
Structural  steel  columns  protected  by  2-in.  coverings  of  limestone 
or  calcareous  gravel  concrete  give  4-hour  fire  resistance,  with  3-in. 
coverings,  give  6-hour  fire  resistance,  and  with  4-in.  coverings  give 
8-hour  fire  resistance. 

Tests  were  made  of  2-in.  coverings  of  limestones  and  calcareous 
gravel  concrete  (Test  Nos.  28,  28A,  30,  38,  101,  102  and  104)  and  of 
4-in.  coverings  of  1 :6  and  1 :8  limestone  concrete  (Test  Nos.  33,  33A, 
35,  41,  42  and  103).  The  period  for  the  2-in.  thickness  was  derived  di- 
rectly from  the  test  results.  The  columns  with  the  4-in.  covering  all 
withstood  the  8-hr,  fire  test  and  while  hot  sustained  such  large  addi- 
tional loads  as  to  justify  the  conclusion  that  in  the  lower  range  of 
results  with  comparably  protected  columns,  the  working  load  will 
be  sustained  during  an  8-hr,  fire  period. 


222  FIRE  RESISTANCE  PERIODS 

The  limestone  and  calcareous  gravel  of  the  tests  were  dolomitic 
and  contained  about  five  percent  of  clayey  impurities  (Table  20,  p.  360). 
It  is  thought  that  the  results  apply  without  modification  where  high 
calcium  limestone  or  gravel  of  nearly  the  same  purity  is  used.  The 
silica  impurities  in  limestone  occur  as  free  silica  (quartz,  chert,  flint 
and  opal),  and  silica  combined  in  clay  and  other  silicates.  Most 
limestones  carry  from  5  to  10  percent  of  combined  clayey  impurities 
but  not  many  have  more  than  10  percent  of  free  silica,  and  within 
the  limits  given  these  impurities  are  not  deemed  objectionable  for 
stone  or  clean  gravel  used  as  concrete  aggregate  in  fire  resistive  con- 
struction. Some  limestones  contain  higher  percentages  of  free  silica 
and  particularly  the  waste  from  lime  kiln  and  cement  plant  quarries 
is  likely  to  be  high  in  chert. 

Gravels  in  the  glaciated  area,  which  includes  nearly  all  of  the 
territory  north  of  the  Missouri  and  Ohio  rivers,  New  England,  New 
York,  northern  Pennsylvania  and  northern  New  Jersey,  may  con- 
tain material  from  any  point  to  the  northward  and  formed  under 
the  most  diverse  conditions  will  vary  greatly  in  mineral  composition 
both  vertically  and  horizontally.  This  also  applies  to  the  gravels 
of  the  Great  Lakes  and  the  ocean  gravels  as  far  south  as  New  York. 
If  the  superior  fire  resistive  qualities  of  concrete  made  with  cal- 
careous gravel  is  to  be  assured,  or  the  highly  siliceous  gravel  avoided, 
it  is  necessary  to  identify  the  material  in  each  bank  by  means  of 
suitable  chemical  or  mineralogical  analyses  at  successive  times  as 
the  development  proceeds. 

Outside  of  the  glaciated  area,  the  river  and  shore  gravels  are 
more  uniform,  although  varying  with  changes  in  the  rock  forma- 
tions of  the  drainage  area  or  headlands. 

The  calcareous  content  of  the  sands  (Fox  River  and  Joliet) 
used  in  combination  with  the  limestone  and  calcareous  gravel  was 
higher  than  the  combined  quartz  and  chert  content  (Table  20). 
While  all  sands  are  likely  to  contain  considerable  silica,  and  the 
extent  of  their  influence  on  the  thermal  properties  of  concrete  made 
with  them  is  not  known,  it  is  thought  best  to  avoid  using  highly 
siliceous  sands  in  combination  with  limestone  and  calcareous  gravel 
where  the  full  fire  resistive  value  of  the  concrete  is  to  be  utilized. 
As  used  with  the  other  coarse  concrete  aggregates,  the  mineral 
composition  of  the  sand  is  of  minor  importance,  provided  it  meets 
the  common  requirements  for  a  good  concrete  sand.  The  sand  in 
a  given  deposit  is  generally  more  uniform  in  composition  than  the 
larger  sized  material. 


DERIVATION  FROM  TEST  RESULTS  223 

(e)   Hollow  Clay  Tile  Protections  on  Structural  Steel  Columns 

The  tile  is  assumed  to  be  applied  in  courses  about  12  in.  high 
with  fairly  full  horizontal  and  vertical  mortar  joints  between  the  tile 
units.  The  mortar  should  also  fill  the  space  between  the  tile  and 
column  flanges  except  where  it  is  filled  with  concrete.  The  pro- 
portion of  mortar  used  in  the  tests  was  1  volume  part  Portland 
cement,  to  1  of  stiff  slaked  lime,  and  4  of  fine  sand.  While  the 
influence  of  mortar  proportion  on  the  effectiveness  of  the  covering 
is  not  definitely  known,  the  test  results  are  not  fully  applicable 
unless  mortar  having  about  the  same  content  of  cementing  materials 
as  that  given  above  is  used,  and  particularly  the  Portland  cement 
should  not  be  reduced  below  the  proportion  given.  As  an  aid  in 
assigning  fire  resistance  periods  for  combinations  of  tile  and  de- 
tails of  application  not  included  in  the  tests,  it  can  be  stated  that 
in  the  tests  the  semi-fire  clay  tile  burnt  to  medium  hardness  dis- 
played the  best  fire  resistive  properties,  followed  in  order  by  tile  of 
hard  burnt  semi-fire  clay,  of  surface  clay  and  of  shale. 

The  coverings  tested  were  generally  tied  with  one  No.  12  (B. 
&  S  gauge)  iron  or  steel  wire  placed  tightly  around  the  outside  of 
each  course,  or  by  strips  of  woven  wire  of  ^g-m-  mesh,  placed  in 
the  horizontal  joints  and  lapping  at  the  corners.  The  latter  method 
is  considered  superior  to  the  outside  wire  ties  and  can  be  substituted 
for  them  where  desired.  The  difference  in  effectiveness  of  the  two 
methods  is  not  considered  so  large  as  to  justify  requiring  the  mesh 
except  for  tile  subject  to  severe  disruptive  effects  on  exposure  to 
fire  and  where  the  higher  resistance  periods  are  to  be  attained. 
Other  forms  of  interior  ties  may  be  used  if  equivalent  in  effect  to 
the  wire  mesh. 

In  assigning  fire  resistance  periods  to  given  protections,  con- 
sideration is  given  to  the  effect  of  area  of  solid  material  in  the  cross 
section  of  the  covered  column,  having  reference  to  the  minimum 
values  given  in  Table  46  (p.  212). 

The  proportion  of  mixture  used  for  the  concrete  filling  was 
1  part  Portland  cement  to  not  more  than  8  parts  fine  and  coarse 
aggregates  combined,  the  filling  being  placed  after  the  tile  was  set. 
Any  aggregate  used  in  these  tests  may  be  employed  except  highly 
siliceous  gravel. 


224  FIRE  RESISTANCE  PERIODS 

(1)  Unfilled  Protection. — Structural  steel  columns  with  hol- 
low clay  protections  of  2-in.,   3-in.   or  4-in.   semi-fire   clay  tile  of 
medium  hardness,  tied  with  outside  wire  ties,  give  one  hour  fire  re- 
sistance. 

This  period  is  based  on  results  of  fire  test  Nos.  48  and  49  taken 
together  with  fire  and  water  tests  Nos.  105  and  107.  The  tile  in 
these  tests  developed  fewer  disruptive  effects  on  exposure  to  fire 
than  any  other  kind  tested.  Tile  more  sensitive  to  abrupt  tem- 
perature change  is  not  adapted  for  use  in  unfilled  protections,  as 
the  cracking  and  spalling  resulting  after  a  short  fire  exposure  al- 
lows the  heat  to  readily  reach  the  steel,  also  on  application  of  water, 
parts  of  the  impaired  covering  are  liable  to  be  carried  away,  leaving 
the  metal  unprotected  against  a  possible  recurring  fire. 

The  use  of  unfilled  protections  should  generally  be  avoided  as 
the  filling  materially  increases  their  stability  and  insulating  value. 

(2)  Shale   or    Surface    Clay   Tile    Protection   with    Concrete 
Filling  Reentrant  Spaces. — Structural  steel   columns  with  hollow 
clay  tile  protections  of  2-in.,  3-in.  or  4-in.  shale  or  surface  clay  tile, 
tied   with   outside   wires,   and   with   concrete   filling  the   reentrant 
spaces  between  tile  and  column  web,  give  one-hour  fire  resistance 
(Test  Nos.  50,  50A,  52,  53  and  106). 

Similar  protections  of  3-in.  or  4-in.  surface  clay  tile  with  heavy 
shells  and  webs  give  IJ^-hour  fire  resistance  (Test  Nos.  51  and 
51A). 

(3)  Semi-fire  Clay  or  Surface  Clay  Tile  Protection  with  Full 
Concrete  Filling. — Structural  steel  columns  with  hollow  tile  pro- 
tections  of   the    given    types    of   clay,    set    1    in.    away    from   the 
flanges  and  edges,  with  concrete  filling  all  spaces  between  the  steel 
and  the  tile,  give  2-hour  fire  resistance  where  outside  wire  ties  are 
used  (Test  Nos.  54,  55  and  57),  and  with  wire  mesh  in  the  hori- 
zontal joints  give  2J^-hour  fire  resistance  (Test  Nos.  56  and  77). 

The  thickness  of  tile,  using  outside  wire  ties  may  be  either  2, 
3  or  4  in.  With  the  wire  mesh  the  thickness  should  preferably  be 
not  less  than  three  inches  to  allow  ties  of  sufficient  width  to  be  used. 

(4)  Double  2-in.  Tile  Protection. — Structural   steel   columns 
with  protections  of  two  layers  of  2-in.  surface  clay  tile,  and  with 
the  space  between  the  inner  layer  and  the  column  filled  with  tile 
set  in  place,  give  3-hour  fire  resistance  when  the  covering  is  bonded 
with  wire  mesh  in  the  horizontal  joints  and  one-hour  fire  resistance 
if  tied  with  outside  wire  ties. 

The  periods  are  based  on  Test  Nos.  58  and  59,  which  indicated 
a  marked  difference  in  results  due  to  the  method  of  tying  the  sur- 


DERIVATION  FROM  TEST  RESULTS  225 

face  clay  tile  applied  in  the  given  type  of  protection.     Concrete 
filling  may  be  substituted  for  the  tile  filling  if  desired. 
(f)   Brick  Protections 

The  fire  resistance  periods  are  derived  from  the  results  of  Test 
Nos.  68  and  69.  The  same  qualifications  relative  to  mortar  apply 
as  for  the  hollow  clay  tile  protections,  as  also  the  size  limitations 
given  in  Table  46  (p.  212). 

Structural  steel  columns  thus  protected  with  common  surface 
clay  brick,  set  on  edge  and  end  outside  of  the  flanges  and  edges  and 
filling  the  whole  space  to  the  steel,  give  one-hour  fire  resistance, 
and  with  brick  laid  flat  on  side  to  form  a  solid  protection  of  about 
four  inch  thickness,  5-hour  fire  resistance  is  developed. 
(g)  Gypsum  Block  Protections 

The  derived  resistance  periods  apply  to  columns  covered  with 
solid  gypsum  block  set  in  mortar  of  proportion,  1  part  calcined 
gypsum  to  3  parts  fine  sand,  the  blocks  being  bonded  with 
strips  of  corrugated  iron  or  wire  mesh  placed  in  the  horizontal  joints 
over  all  vertical  joints.  The  space  between  the  outer  blocks  and 
column  can  be  filled  with  gypsum  blocks  set  in  place  or  with  poured 
filling  consisting  of  calcined  gypsum,  broken  gypsum  blocks  and 
sand,  mixed  with  enough  water  to  enable  proper  placement. 

Structural  steel  columns  with  protections  of  2-in.  solid  gypsum 
blocks  placed  according  to  the  above  details  give  l^-hour  fire  re- 
sistance (Test  Nos.  65,  66  and  108),  and  with  similar  protections  of 
4-in.  solid  gypsum  blocks  give  3^-hour  fire  resistance  (Test  Nos. 
64,  67.  67 A  and  109).  Interpolation  between  the  two  thicknesses 
appears  justified,  the  protection  made  with  the  3-in.  solid  block 
giving  accordingly  a  resistance  period  of  2*/2  hours. 

The  area  limitations  given  in  Table  46  (p.  212)  apply  less  rigidly 
to  gypsum  block  protection  than  to  most  other  types,  because  the 
failure  is  induced  by  loss  of  stability  of  the  blocks  after  a  given  fire 
exposure  and  not  to  normal  transmission  of  heat  through  the 
covering. 

(h)    Cast  Iron  Columns 

(1)     Unprotected  Columns. — With  the  minimum  area  and  wall 
thickness  given  in  Table  46  (p.  212),  unprotected  cast  iron  columns  • 
give  20-minute  fire  resistance. 

The  fire  tests  (Nos.  9,  10  and  10A)  were  made  on  round  col- 
umns of  about  24-in.  wall  thickness,  and  gave  uniform  results,  al- 
though they  were  not  sufficient  in  number  to  develop  possible  vari- 
ations due  to  quality  of  metal  and  differences  in  wall  thickness. 


226  FIRE  RESISTANCE  PERIODS 

The  fire  and  water  tests,  while  inducing  large  permanent  deflec- 
tions did  not  cause  the  columns  to  lose  ability  to  sustain  working 
loads. 

Filling  the  interior  with  concrete  (Test  No.  11)  gives  an  in- 
crease in  resistance  of  10  min.  or  a  total  period  of  one-half  hour. 

(2)  Plaster  on  Metal  Lath  Protection.-r-A  single  heavy  layer 
of  Portland  cement  plaster  of  1^-in.  average  thickness  applied  on 
high-ribbed   metal   lath   to   round   cast   iron   columns   gives   a   fire 
resistance  of  2  hours  (Test  No.  27). 

The  same  proportion  of  plaster  applies  as  given  above  under 
(c)  for  protections  on  steel  columns.  To  attain  the  required  average 
layer  thickness  the  surface  of  the  covering  will  extend  about  two 
inches  outside  of  the  metal,  on  account  of  voids  inside  of  the  lath. 

(3)  Concrete  Protection. — Round  cast  iron  columns  with  2-in. 
protections  of  trap  rock,  granite  or  hard  coal  cinder  concrete,  give 

•2-hour  fire  resistance. 

The  period  is  based  on  Test  No.  47  where  cinder  concrete  was 
used.  Extension  to  include  concrete  made  with  the  other  aggre- 
gates is  made  because  of  characteristics  similar  to  cinder  concrete 
developed  by  them  in  other  tests  of  concrete  protection.  Limestone 
and  calcareous  gravel  concrete  would  on  the  same  basis  give  longer 
resistance  periods.  The  proportion  of  the  concrete  can  be  taken  as 
1  part  Portland  cement  to  not  over  7  parts  aggregate.  Relatively 
small  sized  aggregates  need  to  be  used,  to  enable  good  placement 
of  the  covering,  and  with  some  aggregates  it  may  be  necessary  to 
increase  the  thickness  of  the  covering  to  secure  this  result.  The 
ties,  equivalent  to  not  less  than  No.  5  (B.  &  S.  gauge)  steel  wire  on 
8-in.  vertical  pitch,  are  to  be  supported  about  one  inch  away  from 
the  column. 

(4)  Hollow  Clay  Tile  Protection. — Cast  iron  columns  covered 
with  2-in.  curved  porous  semi-fire  clay  tile,  with  34  in.  of  mortar 
between  tile  and  column  and  tied  with  outside  wire  ties,  give  2-hour 
fire  resistance  (Test  Nos.  62  and  63). 

The  same  details  of  application  can  be  taken  to  hold   as  for 
hollow  tile  protections  on  structural  steel  columns. 
(i)   Unprotected  Pipe  Columns 

"Unprotected  columns  consisting  of  steel  or  wrought  iron  pipes, 
not  smaller  than  the  standard  6-in.  pipe  size,  with  filling  of  concrete, 
give  25-minute  fire  resistance. 

Pipe  columns  not  smaller  than  the  7-in.  standard  pipe  size,  filled 
with  concrete  and  reinforced  in  the  fill  with  structural  shapes  give 
three-fourths  hour  fire  resistance. 


DERIVATION  UROM  TEST  RESULTS  227 


The  proportion  of  the  concrete  rilling  is  taken  to  be  one  part 
Portland  cement  to  not  more  than  4^  parts  fine  and  coarse  aggre- 
gates combined  (Ta'ble  46,  p.  213). 

The  conclusions  relative  to  pipe  columns  are  based  on  Test 
Nos.  12  and  13,  made,  respectively,  on  a  7-in.  plain  pipe  column  and 
on  an  8-in.  reinforced  pipe  column,  both  being  standard  new  steel 
pipes  with  wall  thickness  of  about  -&  inch.  Extension  of  the  result 
with-  the  former  to  make  it  applicable  to  the  6-in.  pipe  size,  and  of 
the  latter  to  apply  to  the  7-in.  size,  appear  justified. 

(j)    Reinforced  Concrete  Columns 

The  proportion  of  the  concrete  for  which  the  derived  periods 
hold  is  1  part  Portland  cement  to  6  parts  fine  and  coarse  aggre- 
gates combined,  the  coarse  aggregates  being  trap  rock  or  lime- 
stone (cf.  Sec.  XII,  par.  3i,  p.  206).  The  same  considerations  relative 
to  possible  variations  in  the  aggregate  hold  as  for  concrete  protection. 

The  columns  may  be  round  or  square  and  reinforced  with  verti- 
cal bars  held  by  lateral  ties  spaced  not  farther  apart  than  12  in., 
or  by  vertical  bars  and  spirally  wound  wire  hooping,  all  reinforce- 
ments to  be  covered  by  not  less  than  2  in.  of  concrete  placed  in- 
tegrally with  the  structural  portion  of  the  column. 

Under  these  conditions,  reinforced  concrete  columns  made 
with  limestone  or  highly  calcareous  gravel  aggregate  can  be  taken 
as  giving  8-hour  fire  resistance  (Test  Nos.  70,  72,  74,  111  and  112),, 
and  made  with  trap  rock  aggregate,  5-hour  fire  resistance  (Test 

Nos.  71,  73,  75  and  113)   (Table  46,  p.  213). 

The  limestone  concrete  columns  withstood  the  8-hr,  fire  test 
and  while  hot,  sustained  ultimate  loads  of  from  a  little  less  than 
twice  to  nearly  three  times  the  load  sustained  during  the  8-hr. 
period.  This  gives  reasonable  assurance  that  all  similarly  con- 
structed columns,  using  a  properly  identified  limestone  aggregate, 
will  sustain  working  load  until  the  end  of  an  8-hr,  fire  period,  taking 
into  account  all  probable  variations.  Calcareous  gravel  can  be  used 
in  place  of  limestone  if  the  free  silica  and  other  impurities  are  within 
the  limits  given  in  par.  (d4),  (p.  222). 

Two  of  the  trap  rock  concrete  columns  failed  during  the  8-hr. 
period  and  the  other  withstood  the  8-hr,  fire  test  and  about  25  per- 
cent additional  load  at  the  end  of  this  period.  The  fire  resistance 
period  is  therefore  almost  fully  determinate  on  the  basis  of  test 
duration. 


228  FIRE  RESISTANCE  PERIODS 

(k)    Timber  Columns 

With  unprotected  or  protected  timber  columns  having  exposed 
cast  iron  or  steel  caps,  the  resistance  to  fire  is  limited  by  failure  at 
the  bearings  before  the  full  resistance  of  the  timber  has  been  de- 
veloped elsewhere  (cf.  Sec.  XII,  p.  181  and  208).  The  resistance 
periods  apply  most  fully  to  the  species  tested,  longleaf  pine  and 
Douglas  fir,  although  with  failure  occurring  at  the  bearings,  the 
species  of  timber  is  not  a  governing  consideration. 

(1)  Unprotected  Timber  Columns. — As  based  on  Test  Nos. 
79,  81,  82  and  83.  unprotected  timber  columns  with  exposed  cast 
iron  or  steel  caps  give  25-minute  fire  resistance. 

(2)  Protected  Timber  Columns. — Timber  columns  having  cast 
iron  or  steel  caps,  and  protected  by  a  layer  of  gypsum  wall  board 
y%  in.  thick,  give  three-fourths  hour  fire  resistance  (Test  No.  80), 
2nd  protected  by  1-in.  layer  of  Portland  cement  plaster  on  metal 
lath  with  a  ^-in.  airspace  between  the  timber  and  the  plaster  layer, 
give  1J/2  hour  fire  resistance  (Test  No.  78). 

The  protections  are  assumed  to  cover  all  exposed  metal  of  the 
caps  as  well  as  the  timber.  The  proportion  of  the  Portland  cement 
plaster  should  be  taken  the  same  as  given  for  plaster  coverings  on 
steel  columns  (Table  46,  p.  211-213). 

Protections  on  timber  columns  should  be  applied  with  caution 
on  account  of  possible  unfavorable  effects  upon  the  timber  in  point 
of  susceptibility  to  decay  (cf.  Sec.  XII,  p.  209). 

3.  CONDITIONS  GOVERNING  FIRE  DURATION  IN 
BUILDINGS. 

The  intensity  and  duration  of  building  fires  depend  upon  the 
character  and  amount  of  combustible  material  in  the  building  con- 
struction itself  and  in  the  building  contents.  The  latter  will  be 
determined  in  a  general  way  by  the  occupancy.  Office  and  residence 
occupancies  generally  support  fires  of  shorter  duration  than  manu- 
facturing, merchandising  or  storage.  The  possible  duration  of  fire 
is  also  determined  to  some  extent  by  the  floor  load  for  which  the 
building  is  designed,  since  it  limits  the  amount  of  material  subject 
to  fire. 

The  effective  fire  duration  as  far  as  it  concerns  a  given  building 
member  pertains  only  to  the  duration  of  the  combustion  taking  place 
near  enough  to  it  to  impart  temperatures  sufficiently  high  to  cause 
failure  under  its  supported  load.  This  is  not  necessarily  the  same 


CONDITIONS   GOVERNING  FIRE   DURATION   IN   BUILDINGS  229 

as  the  total  duration  of  the  fire  within  the  building  or  within  a 
subdivision  thereof  such  as  a  building  story.  It  is  necessary  to 
assume  maximum  probable  conditions  both  with  regard  to  building 
contents  and  air  supply,  as  considered  with  respect  to  intensity  and 
duration  of  a  possible  fire.  Compensations  and  adjustments  between 
intensity  and  duration  may  be  necessary  under  some  conditions  in 
order  to  approximate  a  fire  duration  having  intensity  equivalent 
to  that  of  the  exposure  in  the  fire  test.  Limitation  of  the  degree  of 
resistance  to  be  developed  to  the  requirements  of  present  or  im- 
mediate future  occupancy  is  generally  not  justified  unless  the  build- 
ing, its  location  or  use  is  such  that  no  change  to  a  use  involving 
a  more  severe  fire  condition  is  probable. 

While  it  is  outside  of  the  scope  of  the  present  report  to  at- 
tempt the  determination  of  probable  fire  duration  for  various  types 
of  buildings  and  occupancies,  it  is  a  step  in  the  application  of  the 
test  results  that  will  require  careful  consideration.  The  fire  re- 
sistance periods  were  derived  under  exacting  conditions  in  point 
of  test  columns,  test  conditions  and  interpretation  of  results,  and 
the  types  of  columns  and  protections  to  which  they  pertain  are 
deemed  to  be  fully  adequate  for  resisting  building  fires  of  cor- 
responding duration. 


APPENDIX  A 


VIEWS  OF  COLUMNS  BEFORE  AND  AFTER  FIRE  TEST 

Fig.  Test 

No.  No.  Protection  Page 

58  1  to    5                    Unprotected  Structural   Steel  Columns 231 

59  6  to    8                   Unprotected  Structural  Steel  Columns 232 

60  9  to  13                    Unprotected  Cast  Iron  and  Pipe  Columns 233 

61  14  to  18  Partly  Protected  Structural  Steel  Columns...  234 

62  19  to  22  Partly  Protected  Structural  Steel  Columns...  235 

63  23  to  27                    Plaster  on  Metal  Lath  Protections 236 

64  28A  to  31                                  Concrete  Protections 237 

65  32  to  34A                               Concrete  Protections 238 

66  35  to  39,  45                            Concrete  Protections 239 

67  40  to  44,  46,  47                     Concrete  Protections 240 

68  48,  49,  50                                Clay  Tile  Protections  241 

69  50A,  51,  51A                          Clay  Tile  Protections  242 

70  52,  53,  54                                Clay  Tile  Protections  243 

71  55  to  58                                 Clay  Tile  Protections  244 

72  59,  60                                      Clay  Tile  Protections  245 

61,  62,  .63                               Clay  Tile  Protections  246 

74  64,  65,  66                 Gypsum  Block  Protections 247 

75  67,  67A                     Gypsum  Block  Protections 248 

76  68,  69                        Brick  Protections  249 

76  70                               Reinforced  Concrete  Column 249 

77  71  to  75                    Reinforced  Concrete  Columns 250 

78  76,  77                        Plastered  Clay  Tile  Protections 251 

79  78                              Longleaf  Pine  Column,  Protected 252 

80  79                              Longleaf  Pine  Column,  Unprotected 253 

81  80                               Longleaf  Pine  Column,  Protected 254 

81  81                               Longleaf  Pine  Column,  Unprotected 254 

82  82,83                        Douglas  Fir  Columns,  Unprotected 255 


VIEWS  OF  COLUMNS  BEFORE  AND  AFTER  FIRE  AND 

WATER  TEST 

83  101,  102,  103  Concrete  Protections  256 

84  104  %  Concrete  Protection 257 

84  105  Clay  Tile  Protection 257 

85  106,  107  Clay  Tile  Protections 258 

86  108,  109  Gypsum  Block  Protections 259 

87  110  Plaster  on  Metal  Lath  Protection 260 

88  111,  112  Reinforced  Concrete  Columns 261 

89  113  Reinforced  Concrete  Column  262 

89  114,  115  Cast  Iron  Columns 262 

230 


COLUMNS  BEFORE  AND  AFTER  FIRE  TEST 


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COLUMNS  BEFORE  AND  AFTER  FIRE  AND  WATER  TEST 


255 


256 


APPENDIX   A 


COLUMNS  BEFORE  AND  AFTER  FIRE  AND  WATEK  TEST 


257 


258 


APPENDIX  A 


COLUMNS  BEFORE  AND  AFTER  FIRE  AND  WATER  TEST 


260 


APPENDIX    A 


COLUMNS  BEFORE  AND  AFTER  FIRE  AND  WATER  TEST 


261 


262 


APPENDIX  A 


APPENDIX  B 

TIME-TEMPERATURE  CURVES 
Fig.  Test 

No.  No.  Columns  and  Protections  Page 

90  1  to    4  Unprotected  Structural  Steel  265 

91  5  to    8  Unprotected  Structural  Steel  266 

92  9  to  11  Unprotected  Cast  Iron  . ...  267 

93  12,  13  Unprotected  Pipe  268 

94  14  to  17  Partly  Protected  Structural  Steel 269 

95  18,  22  Partly  Protected  Structural  Steel 270 

96  19,. 20,  21  Partly  Protected  Structural  Steel 271 

97  23,  24  Double  Layer  of  Plaster  on  Metal  Lath...  272 

98  25,  26,  27  Single  Layer  of  Plaster  on  Metal  Lath 273 

28  2-in.  Limestone  Concrete  274. 

100  28A  2-in.  Limestone  Concrete  275 

101  29  2-in.  Trap  Rock  Concrete  276 

102  30  2-in.  Joliet  Gravel  Concrete 277 

103  31  2-in.   Sandstone   Concrete    278 

104  32,  32A  2-in.  Cinder  Concrete   279 

105  33  4-in.  Limestone  Concrete  280 

106  33A  4-in.  Limestone  Concrete  , .  281 

107  34  4-in.  Granite  Concrete   282 

108  34A  4-in.  Granite  Concrete 283 

109  35  4-in.  Limestone  Concrete  284 

103  36  2-in.  Trap  Rock  Concrete  278 

110  37  4-in.  Trap  Rock  Concrete 285 

111  38  2-in.  Joliet  Gravel  Concrete  286 

112  39  4-in.  Meramec  R.  Gravel  Concrete 287 

113  40  2-in.  Trap  Rock  Concrete 288 

114  41  4-in.  Limestone1  Concrete 289 

115  42  4-in.  Limestone  Concrete  290 

116  43,  44  2-in.  Sandstone  Concrete 291 

112  45  2-in.  Meramec  R.  Gravel  Concrete 287 

117  46  2-in.  Trap    Rock     Concrete     (3^-in.    outside 

angles)   292 

101  47  2-in.  Cinder  Concrete  276 

118  48,  49  .    Semi-Fire  Clay  Tile  293 

119  50,  50A  Surface  Clay  Tile   294 

120  51,  51A  Surface  Clay  Tile   295 

121  52,   53  Shale  Tile 296 

122  54,  55  Semi-Fire  Clay  Tile 297 

123  56  Semi-Fire  Clay 298 

123  57  Surface  Clay  Tile 298 

124  58,  59  Surface  Clay  Tile 299 

125  60,  61  Semi-Fire  Clay  Tile   300 

126  62,63  Porous  Semi-Fire  Clay  Tile 301 

127  64  4-in.  Gypsum  Block 302 

128  65,  66  2-in.  Gypsum  Block 303 

129  67  4-in.  Gypsum  Block t .-...  304 

130  67A  4-in.  Gypsum  Block 305 

118  68  254-in.  Surface  Clay  Brick 293 

131  69  354-in.  Surface  Clay  Brick 306 

263 


264  APPENDIX    B 

Fig.  Test 

No.            No.                               Columns  and  Protections  Page 

132  70  Square  Reinforced  Limestone  ^Concrete 307 

133  71  Square  Reinforced  Trap  Rock  Concrete 308 

134  72  Round  Reinforced  Limestone  Concrete 309 

135  73  Round  Reinforced  Trap  Rock  Concrete 310 

136  74  Round  Hooped  Limestone  Concrete 311 

137  75  Round  Hooped  Trap  Rock  Concrete 312 

138  76  Plastered  Clay  Tile  313 

139  77  Plastered  Clay  Tile  314 

140  78,  79,  82  Timber  Columns,  Cap  and  Pintle 315 

141  80,  81,  83  Timber  Columns,  Steel  Plate  Cap 316 

142  101  to  104  Concrete,  Fire  and  Water  Tests 317 

143  105  to  107  Clay  Tile,  Fire  and  Water  Tests 318 

143  108  and  109  Gypsum  Block,  Fire  and  Water  Tests 318 

144  110  Plaster  on  Metal  Lath,  Fire  and  Water  Tests.  319 

145  111  to  113  Reinforced  Concrete,  Fire  and  Water  Tests. . .  320 
145  114,  115  Unprotected  Cast  Iron,  Fire  and  Water  Tests.  320 

NOTES 

The  upper  curves  in  the  diagrams,  usually  four  in  number,  give  indicated 
furnace  temperatures  at  four  points  within  the  furnace  chamber,  two  at  3  ft. 
and  two  at  9  ft.  above  the  fireproofing  line  at  the  base  of  the  test  column, 
the  lower  location  being  designated  by,  L,  and  the  upper,  U.  The  other  letters 
of  the  curve  designations  indicate  the  corner  of  the  furnace  nearest  to  the 
given  thermocouple  location.  Thus, 

L-NW,  lower  northwest  location 
L-SE,  lower  southeast  location 
U-NE,  upper  northeast  location 
U-SW,  upper  southwest  location 
cf.  Sec.  VII,  par.  2a,  p.  97,  and  Fig.  31,  p.  94. 

The  lower  curves  in  the  diagrams  give  temperatures  at  four  general  levels 
on  the  test  column,  and  for  one  or  two  of  the  levels,  the  temperatures  are  given 
for  several  points  on  the  section,  as  shown  by  the  location  diagram  given  for 
each  test.  The  levels  are  indicated  by  the  letters,  L,  N,  M  and  T,  for  locations 
W,  A1A,  7*A  and  lOj^  ft,  respectively,  above  the  fireproofing  line  at  the  base 
of  the  column.  Thus  for  Test  No.  14,  Fig.  94.  • 

B2,     1^-ft.  level  at  center  of  column  flange 
Nl,     4^-ft.  level  at  center  of  column  web 
N2,     4^4-ft.  level  at  center  of  column  flange 
Ml,     7I/2-it.  level  at  center  of  column  web 
M2,    7^4-it.  level  at  center  of  column  flange 
M3,     7l/2-i\..  level  at  edge     of  column  flange 
T2,   10j^-ft.  level  at  center  of  column  flange 
cf.  Sec.  VII,  par.  3b,  p.  100,  and  Fig.  31,  p.  94. 

The  arrows  in  Figs.  90  to  141  indicate  the  time  of  failure  of  the  columns 
in  the  fire  tests.  The  arrows  in  Figs.  142  to  145  indicate  the  time  water  was 
applied  to  the  columns  in  the  fire  and  water  tests. 


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DEFORMATION  AND  AVERAGE  TEMPERATURE  CURVES 

Fig.  Test 

No.  No.                             Columns  and  Protections  Page 

146  1  to  5  Unprotected  Structural  Steel  322 

147  9  to  11  Unprotected  Cast  Iron  323 

147  12  Unprotected  Pipe  323 

148  23,24  Double  Layer  Plaster  on  Metal  Lath 324 

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150  28A  2-in.  Limestone  Concrete  326 

151  29,  36  2-in.  Trap  Rock  Concrete 327 

152  31,  43  2-in.  Sandstone  Concrete  328 

153  32,  32A  2-in.  Cinder  Concrete  329 

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158  38  2-in.  Joliet  Gravel  Concrete  334 

159  40  2-in.  Trap  Rock  Concrete  335 

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161  42  4-in.  Limestone  Concrete 337 

152  43  2-in.  'Sandstone  Concrete  328 

158  47  2-in.  Cinder  Concrete 334 

162  48,  49  Semi-fire  Clay  Tile  338 

163  50A,  51A  Surface  Clay  Tile 339 

163  52,  53  Shale  Tile  339 

164  54,  55  Semi-fire  Clay  Tile  340 

165  56  Semi-fire  Clay  Tile 341 

165  58                              Surface  Clay  Tile   341 

166  60                              Semi-fire  Clay  Tile 342 

167  62,  63                        Porous  Semi-fire  Clay  Tile 343 

166  68                              2^-in.  Surface  Clay  Brick 342 

168  69                             33/Hn.  Surface  Clay  Brick 344 

169  71                               Square  Reinforced  Trap  Rock  Concrete 345 

170  72                              Round  Reinforced  Limestone  Concrete 346 

171  74                             Round  Hooped  Limestone  Concrete 347 

NOTE 

The  unit  deformation  is  the  unit  longitudinal  expansion  or  compression 
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of  the  columns,  and  is  given  on  the  diagrams  in  terms  of  parts  in  100,000  to 
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p.  105-107,  and  Sec.  X,  par.  5a,  p.  131. 

The  arrows  on  the  plots  indicate  the  time  of  failure  in  the  fire  test. 

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APPENDIX  D 

TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 

Page 

5.  Tension  Tests  of  Steel 350-352 

6.  Tension  Tests  of  Metal  Lath 353 

7.  Hardness  Tests  of  Steel . . '. 353 

8.  Chemical  Analyses  of  Steel 354 

9.  Transverse  and  Tension  Tests  of  Cast  Iron 354 

10.  Chemical  Analyses  of  Cast  Iron 354 

11.  Tests  of  Portland  Cement  by  Bureau  of  Standards,  Washington  Lab- 

oratory    355 

12.  Tests  of  Portland  Cement  by  Bureau    of    Standards,    Pittsburgh    Lab- 

oratory   356 

13.  Tests  of  Portland  Cement  by  R.  W.  Hunt  &  Co.,  Chicago  Laboratory.  357 

14.  Chemical  Analyses  of  Sands 357 

15.  Physical  Properties  of  Concrete  Sands    358 

16.  Physical  Properties  of  Mortar  and  Plaster  Sands. . ; 358 

17.  Mortar  Strength  of  Concrete  Sands 359 

18.  Chemical  Analyses  of  Coarse  Aggregates 359 

19.  Physical  Properties  of  Coarse  Aggregates 359 

20.  Mineralogical  Composition  of  Concrete  Aggregates. . 360 

21.  Compressive  Strength  and  Modulus  of  Elasticity  of  Concrete  in  Col- 

umns and  Coverings 361-364 

22.  Compressive  Strength  and  Modulus  of  Elasticity  of  Concrete  in  Head 

Protections  365 

23.  Tests  of  Lime   366 

24.  Tests  of  Calcined  Gypsum 366 

25.  Compressive  Strength  of  Portland  Cement  and  Lime  Plaster 367 

26.  Compressive  Strength  of  Clay  Tile  Mortar 368-369 

27.  Compressive  Strength  of  Gypsum  Mortar  and  Plaster 370 

28.  Strength  Tests  of  Mortar  and  Plaster 371 

29.  Compressive  Strength  of  Gypsum  Filling 369 

30.  Classification  and  Description  of  Hollow  Clay  Tile 372 

31.  Compressive  Strength  of  Hollow  Clay  Tile 373-374 

32.  Transverse  Strength  of  Hollow  Clay  Tile 375 

33.  Temperatures  of  Vitrification  and  Fusion  of  Clay  Tile  and  Brick 376 

34.  Porosity  and  Absorption  of  Chicago  Common  Brick 376 

35.  Compressive  Strength  of  .Chicago  Common  Brick 377 

36.  Transverse  Strength  of  Chicago  Common  Brick 377 

37.  Porosity  of  Gypsum  Block 378 

38.  Compressive  Strength  of  Solid  Gypsum  Block 378 

39.  Transverse  Strength  of  Solid  Gypsum  Block   379 

40.  Transverse  Strength  of  Gypsum  Wall  Board 379 

Note:     For  details  of  tests,  see  Sec.  V    (p.  67-83). 


349 


350 


APPENDIX    D 


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TABLE  6.— TENSION  TESTS  OP  METAL  LATH 

Each  value  is  the  average  of  three  tests 


Specimen 
No. 

Kind  of  Lath 

Width  of  Specimen 

Ultimate  Strength, 
Lb.  per  In.  Width 

R-l 

No.  24  Gage  Expanded  Metal. 

Sin 

150 

R-2 

No.  24  High-Ribbed  Metal  Lath  

2>i  in 

520 

R-3 

Woven  Wire  Lath  

Sin. 

250 

(7  strands) 

TABLE  7.— HARDNESS  TESTS  OF  STEEL 


Column 
Test 
No. 

Specimen 
No. 

Section 

Location  of  Specimen 

Brinncll 
Hardness 
No. 

2 
17 
37 
51A 
103 
104 
106 
110 
60 

3 
3 
38 
107 
66 
5 
41 
56 
6 
43 
57 
58 
7 
'      26 
60 
61 

H-2 

E-17 
E-37 
E-51A 
H-103 
H-104 
H-106 
H-110 
H-60 

HC-3 
HP-3 
H-38 
H-107 
H-66 
H-5 
H-41 
H-56 
H-6 
H-43 
H-57 
H-58 
H-7 
H-26 
H-60 
H-61 

Plate  and  Angle  

Edge  of  angle  

113 
121 
118 
118 
121 
125 
*      131 
126 
123 
Scleroscope 
Hardness 
No. 
23 
24 
21 
24 
23 
26 
22 
24 
26 
22 
22 
22 
25 
20 
30 
22 

do 

do 

do    . 

do 

do 

do 

do    . 

do 

do 

do 

do    
do                      ... 

do    . 

do 

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do 

Plate  and  Channel  
do                              

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Plate 

do    . 

do    

do                    

Center  of  channel  web  .  . 

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Center  of  web 

Z-bar  and  Plate  
do 

Plate  
do 

do    

do    
Channel  web  ...            .     ... 

I-beam  and  Channel     

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Center  of  I-beam  web 

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do    . 

do 

do 

Latticed  angle  
do                 '          . 

Edge  of  angle.  .  . 

do 

do 

do 

do                 

do    

354 


APPENDIX    D 


TABLE  8.— CHEMICAL  ANALYSES  OF  STEEL 


Column  Test 
No. 

Specimen 
No. 

Carbon 

Manganese 

Phosphorus 

Sulphur 

Silicon 

1 

1 

0.20 

0.54 

0.010 

0.021 

0.03 

1 

1A 

0.18 

0.54 

0.015 

0.028 

0.01 

1 

IB 

0.21 

0.54 

0.012 

0.025 

0.04 

14 

14 

0.16 

0.72 

0.023 

0.034 

0.03 

65 

65 

0.18 

0.40 

0.011 

0.036 

0.04 

65 

65-1 

0.20 

0.41 

0.010 

0.038 

0.05 

65 

65-2 

0.21 

0.42 

0.006 

0.029 

0.04 

68 

68 

0.12 

0.57 

0.010 

0.022 

0.02 

22 

Rivets 

0.09 

0.007 

0.050 

46 

Rivets 

0.11 

0.024 

0.064 

TABLE  9.— TRANSVERSE  AND  TENSION  TESTS  OF  CAST  IRON 


Column  Test 
No. 

Specimen 
No. 

Modulus  of  Rupture, 
Lb.  per  Sq.  In. 

"Ultimate  Tensile  Strength, 
Lb.  per  Sq.  In. 

9 

T-9 

47800 

23230 

10 

T-10 

45800 

29470 

11 

T-ll 

43500 

23900 

27 

T-27 

64700 

26700 

47 

T-47 

23050 

62 

T-62 

56100 

28800 

**10A 

1CIA 

17600 

114  and 

1CIB 

39466 

18300 

115 

1CIC 

36200 

17100 

do 

2CIA 

45500 

20300 

do 

2CIB 

46300 

21700 

do 

2CIC 

45700 

21600 

"Tension  specimens  cut  from  ends  of  transverse  specimens  after  test. 
""Specimens  cut  from  duplicate  test  column. 


TABLE  10.— CHEMICAL  ANALYSIS  OF  CAST  IRON 


Column 
Test 

Specimen 
No 

Carbon 

Manganese 

Phosphorus 

Sulphur 

Silicon 

Graphite 

No. 

9 

T-9 

0.61 

0.47 

0.57 

0.090 

1.86 

2.66 

10 

T-10 

0.67 

0.50 

0.57 

0.090 

1.86 

2.77 

11 

T-ll 

0.087 

27 

T-27 

0.086 

62 

T-62 

0.082 

.... 

TABLES  OF  AUXILIARY  TESTS  OF   MATERIALS 


355 


TABLE  ll.-TESTS  OP  PORTLAND  CEMENT 
By  Bureau  of  Standards'  Washington  Laboratory 


DATE  OF  REPORT 

September  22,  1916 

Dec.  19, 
1916 

SAMPLE  No. 

1 

2 

3 

4 

5 

B-l 

B-2 

12* 

Chemical  Analysis: 

Silica  (SiO2)  
Oxide  of  Iron  (Fe2O3) 

20.34% 

2.  l£i/Q 

19.46% 
2.70% 
7.18% 

20.36% 

7.24% 

20.28% 
6^86% 

20.40% 
2.80% 
6.74% 

20.46% 
2.75% 
6.15% 

20.82% 

20.82% 
7.14% 

Oxide  of  Aluminum  (A12O3)..  .  . 

Lime  (CaO)  

63!  68% 

62.12% 

63.42% 

64.32% 

63.24% 

62.86% 

64  689' 

59.50% 

Magnesia  (MgO)  
Sulphuric  Anhydride  (SO3)  
Loss  of  Ignition  
Insoluble  Residue  

1.13% 
1-34% 
4.53% 
0.10% 

1.21% 
1.44% 
3.43% 
0.13% 

L45% 
3.17% 
0.17% 

1-18% 
1.45% 
3.17% 
0.20% 

1.12% 

3  22% 
0.13% 

0^16% 

2,26% 
0.13% 

3.46% 
1-50% 
4.48% 
0.70% 

Specific  Gravity: 

As  Received      

3.06 

3  09 

3.08 

3.08 

3  08 

3.10 

3.12 

After  Ignition  

3.17 

3.18 

3.16 

3.22 

3.15 

3.17 

Fineness: 

Passing  110-Mesh  Sieve  

94.8% 

94.4% 

97.0% 

96.0% 

97.0% 

97.4% 

96.4% 

99.2% 

Passing  200-Mesh  Sieve  

77.6% 

76.0% 

77.4% 

78.4% 

77.0% 

78.5% 

78.1% 

75.0% 

Tensile  Strength,  Lb.  per  Sq.  In.: 

Neat,  7  Days  

434 

552 

551 

587 

680 

622 

736 

435 

471 

512 

641 

645 

527 

564 

575 

510 

575 

610 

562 

604 

577 

670 

587 

425 

Neat,  28  Days  

730 

690 

670 

690 

545 

715 

725 

740 

635 

655 

710 

640 

670 

800 

675 

625 

585 

595 

730 

575 

705 

700 

665 

675 

1  Cement:  3  Sand— 

7  Days  

178 

227 

222 

182 

228 

121 

193 

180 

178 

229 

182 

207 

229 

177 

247 

140 

169 

206 

206 

213 

243 

209 

238 

165 

28  Days  

280 

295 

325 

325 

330 

265 

365 

375 

310 

300 

310 

335 

340 

280 

380 

380 

260 

265 

310 

330 

290 

325 

330 

340 

Time  of  Set,  hr.—  min.: 

Initial  

7-30 

7-15 

7-30 

7-10 

7-20 

7-30 

Y-25 

7-0 

Final  

11-50 

11-30 

11-55 

11-45 

11-40 

11-50 

11-00 

10-30 

Soundness:  Pats  — 

28  Days  in  Air  

O.K. 

O.  K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

28  Davs  in  Water  

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

5  Hr.  in  Steam  - 

O.K. 

O.  K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

O.K. 

Water  Used: 

Neat  

25.0% 

25.0% 

25.0% 

25.0% 

25.0% 

25.0% 

25.0% 

23.0% 

1:3  Mortar    .       .             • 

10.7% 

10.7% 

10.7% 

10.7% 

10.7% 

10.7% 

10.7% 

10.3% 

'Portland  cement  used  in  pipe  column,  Test  No.  12. 


356 


APPENDIX    D 


TABLE  12.— TESTS  OF  PORTLAND  CEMENT 
By  Bureau  of  Standards'  Pittsburg  Laboratory 


DATE  OF  REPORT 

May  1,  1917 

June  19,  1917 

Nov.  19,  1918 

SAMPLE  No. 

H-l 

H-2 

H-3 

H-5 

H-6 

H-7 

H-8 

Specific  Gravity: 
As  Received 

3.15 
3.16 

95.0% 

77.2% 

516 
555 
521 
725 
735 
650 

190 
208 
245 
358 
371 
376 

7-0 
Over 
10  hrs. 

O.K. 

24.0% 
10.5% 

3.18 
3.18 

96.0% 
77.7% 

598 
550 
510 
750 
688 
681 

204 

242 
223 
282 
332 
345 

7-0 
Over 
10  hrs. 

O.K. 

24.0% 
10.5% 

3.18 
3.19 

95.4% 
77.0% 

695 
685 
650 
700 
690 
776 

261 
260 
269 
322 
326 
340 

7-0 
Over 
10  hrs. 

O.K. 

24.0% 
10.5% 

3.10 

3.11 

3.11 

3.12 

After  Ignition     .  .             

Fineness: 
Passing  100-Mesh  Sieve 

94.0% 
762% 

621 
474 
530 
585 
600 
570 

203 
225 
212 
315 
331 
382 

Over 
Ihr. 
Over 
10  hrs. 

O.K. 

*24.0% 
10.5% 

94.2% 
76.4% 

450 

521 
543 
661 
575 
691 

205 
225 
239 
349 
381 
352 

Over 
Ihr. 
Over 
10  hrs. 

O.K. 

24.0% 
10  5% 

Passing  200-Mesh  Sieve          

78.8% 

78.6% 

Tensile  Strength,  Lb.  per  Sq.  In.: 
Neat  7  Days 

Neat,  28  Days       

300 
260 
300 
410 
430 
400 

3-50 
8-50 

O.  K. 

310 

300 
305 
440 
470 
460 

3-50 
9-0 

O.K. 

1  Cement:  3  Sand— 
7  Days 

28  Days            

Time  of  Set,  hr.—  min.: 
Initial               

Final                      

Soundness:  Pats— 
5  Hr.  in  Steam  „  

Water  Used: 
Neat 

1:3  Mortar  

TABLES  OF  AUXILIARY  TESTS  OF   MATERIALS 


357 


TABLE  13.— TESTS  OF  PORTLAND  CEMENT 
By  E.  W.  Hunt  &  Company 


DATR  OF  REPORT 


SAMPLE  No. 


May  2,  1917 


H-l 


H-2 


Specific  Gravity: 

AsReceived 3  14  3  13 

Fineness: 

Passing  100-Mesh  Sieve 95. 4^  96  0^ 

Passing  200-Mesh  Sieve '.'.'.'.'.       76~4%  78  0^ 

Tensile  Strength,  Lb.  per  Sq.  In.: 

Neat,  24  Hr 305  355 

320  330 

Neat,  7  Days ..-  690  625 

640  640 

Neat,  28  Days 

730  765 

765  725 

1  Cement,  3  Sand: 

7Days ' . . .         310  330 

330  310 

28  Days 410  385 

380  395 

405  410 

Time  of  Set,  hr.— min.: 

Initial '    5-45  5-40 

Final g-05  g_o 

Soundness:  Pats — 

5  Hr.  in  Steam O.  K.  O.K. 

Water  Used: 

Neat r 23.0%  23.0% 

1:3  Mortar 10.3%  10.3% 


TABLE  14.— CHEMICAL  ANALYSES  OF  SANDS 


SAND 


Insoluble 

in 
Acid 


and 
Fe203 


CaO 


MgO 


CO, 


Fox  River 

Joliet 

Meramec  River. 
Long  Island .... 
Pelee  Island.... 
Plum  Island.... 

Cambridge 

Coarse  lake 

Fine  lake 

Beach 

Bank... 


54.51 
52.10 
98.66 
97.98 
64.70 
98.18 
96.93 
83.53 
87.69 
85.45 
91.30 


1.34 
1.19 
0.58 
0.96 
1.66 
0.66 
1.63 
6.69 
5.38 
5.60 
5.18 


14.90 
15.46 
0.14 
0.04 
17.03 
0.16 
0.17 
3.31 
2.17 
2.35 
0.09 


8.97 
0.06 
0.18 
1.34 
0.12 
0.90 
1.21 
0.93 
1.02 
0.51 


21.22 
23.06 
0.11 
0.25 
15.68 
0.18 
0.25 
3.30 
1.95 
2.29 
0.22 


•Not  including  CO,. 


358 


APPENDIX    D 


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Joliet 
Meramec  Ri 
Long  Island 
Pelee  Island 
Plum  Island 
Cambridge 


ning, 


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TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


359 


TABLE  17. -MORTAR  STRENGTH  TESTS  OF  CONCRETE  SANDS 
Proportion :    1  part  Tidewater  Portland  cement,  3  parts  sand  (by  weight) 
Test  specimens  stored  in  water.  Each  result  is  the  average  of  three  tests, 


SAND 

Percent 
Water 

Age, 
Days 

Tensile  Strength, 
Lb.  per  Sq.  In. 

Compressive  Strength, 
Lb.  per  Sq.  In. 

10  0 

7 

283 

3390 

Fox  River  

10  0 

28 

437 

4980 

Joliet 

12  0 

7 

397 

1347 

Joliet            

12.0 

28 

379 

2920 

13  5 

7 

171 

921 

Meramec  River  
Long  Island  
Lone  Island  
Pelee  Island 

13.5 
13.0 
13.0 
11  0 

28 
7 
28 
7 

346 
176 
303 
245 

1540 
954 
1910 
763 

Pelee  Island  
Plum  Island 

11.0 
12.0 

28 

412 
258 

3320 
1600 

Plum  Island  

12.0 

28 

269 

1621 

TABLE  18.— CHEMICAL  ANALYSES  OF  COARSE  AGGREGATES 


AGGREGATE 

Insoluble 
in 
Acid 

Silica. 
Solu- 
ble 

A180, 
and 
R203 

CaO 

MgO 

CO9 

SO, 

Loss* 
on 
Igni- 
tion 

Chicago  limestone  
Joliet  gravel  
Meramec  R  gravel 

5.00 
21.28 
96  06 

"6:24" 
0  50 

0.44 
0.82 
2  36 

29.16 
23.30 
Trace 

20.40 
16.29 
Trace 

45.35 
35.70 

'  None 

1.00 
1.16 
0  92 

86  08 

0  24 

8  22 

1  05 

1  93 

Rockport  granite 

97  31a 

96  59b 

Hard  coal  cinders 

90  88 

0  13 

0  62 

0  41 

0  25 

0  03 

6.97 

Westfield  trap  rock 

84  63 

1  48 

7.48 

1.63 

2.85 

2.65 

0.19 

•Other  than  CO2. 

(a)  Soluble  content  too  small  to  warrant  further  analysis. 

(b)  Normal  sandstone. 


Tests  indicate  a  normal  granite. 


TABLE  19.-PHYSICAL  PROPERTIES  OF  COARSE  AGGREGATES 


Weight 

Percent  Passing  Sieves 

Appar- 

per 

Com- 

Size of  Openings  in  In. 

AGGREGATE 

ent 

Cu.  Ft. 

puted 

Specific 
Gravity 

Voids, 
Percent 

m 

1 

K 

H 

M 

0.131 

0.093 

Chicago  limestone  
Joliet  gravel  
Meramec  R.  gravel  
New  York  trap  rock  
Rockport  granite  
Cleveland  sandstone  

2.61 
2.61 
2.45 
2.87 
2.61 
2.15 
1.52 

86.50 
101.25 
95.0 
95.6 
87.25 
78.50 
50.75 

46.9 
37.9 
38.0 
46.6 
46.3 
41.6 
46.5 

100.0 
100.0 
100.0 
100.0 
100.0 
98.7 
98.8 

98.5 
95.7 
98.0 
98.3 
100.0 
83.7 
93.5 

76.5 
83.5 
91.5 
83.3 
100.0 
45.0 
89.0 

33.0 
56.5 
62.0 
50.8 
86.5 
20.0 
68.7 

6.0 
6.5 
19.0 
11.8 
29.0 
9.0 
37.3 

0.14 

"6.00 
0.20 
7.30 
7.30 
36.0 

0.11 

0.10 
1.60 
7.00 
34.0 

Westfield  trap  rock  

2.94 

90.0 

51.0 

100.0 

100.0 

100.0 

100.0 

58.3 

38.8 

19.4 

360 


APPENDIX    D 


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TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


TABLE  21.— COMPRESSIVE  STRENGTH  AND  MODULUS  OF 

ELASTICITY  OF  CONCRETE  IN  COLUMNS 

AND  COVERINGS 


Cylin- 
der 
No. 

Kind  of  Concrete 

Age, 
Days 

Per- 
cent 
.Water 

Ultimate 
Stress, 
Lb.  per 
Sq.In. 

Modulus  of  Elasticity, 
Lb.  per  Sq.  In. 

Unit  Stress 

450 

650 

850 

22-1 
22-2 
22-3 
22-4 
28-1 
28-3 
28-2 
28-4 
28A-1 
28A-3 
28A-2 
28A-4 
33-1 
33-3 
33-2 
33-4 
33A-1 
33A-3 
33A-2 
33A-4 
70-1 
70-3 
70-2 
70-4 
72-1 
72-3 
*2-2 
72-4 
74-1 
74-3 
74-2 
74-4 
101-5 
101-6 
102-1 
102-2 
111-1 
111-2 
112-5 
112-6 
19-1 
19-2 
19-3 
19-4 
35-1 
35-3 
35-2 
35-4 
41-1 
41-3 
41-2 
41-4 
42-1 
42-3 
42-2 
42-4 
55-1 
55-3 
55-2 
55-4 
66-1 
56-3 
56-2 
56-4 
57-1 
57-3 
57-2 

1:2:4  Chicago  limestone  
do    . 

28 
29 
407 
407 
28 
28 
438 
438 
28 
28 
439 
439 
25 
25 
452 
452 
29 
29 
458 
456 
28 
28 
434 

;.*;:.'.'!.' 

912 
1049 
1888 
1780 
2935 
3308 
3830 
3470 
1738 
1647 
2370 
2213 
1489 
1728 
1956 
2273 
1255 
1676 
1574 
1881 
2027 
1778 
3182 
2743 
1010 
1582 
1656 
2114 
704 
739 
922 
935 
1495 
2485 
1455 
2363 
1554 
2735 
1493 
2042 
2056 
2168 
2561 
1880 
1284 
1618 
1540 
1468 
1355 
1132 
1485 
1313 
1169 
1042 
1943 
1216 
718 
577 
794 
678 
811 
614 
682 
869 
912 
947 
921 

do    
do 

2,060,000 
2,390,000 

2,490,000 
2,400,000 

2,780,000 
2,310,000 

do    

do    . 

do    

5,270,000 
4,400,000 

do                   

4,470,000 

4,620,000 

do    

do            

* 

do    . 

4,300,000 

3,960,000 
3,900,000 

3,550,666 
3,500,000 

do     
do 

12.1 
12.1 
12.1 
12.1 
12.9 
12.9 
12.9 
12.9 

do    

do 

2,660,000 
4,000,000 

2,300,000 
3,730,000 

1,990,000 
3,350,000 

do    

do                        

do 

2,950,666' 
3,350,000 

2,680,666 
3,100,000 

do 

2,450,000 
2,950,000 

do 

do                      

do 

do 

4,280,000 
3,750,000 

3,950,000 
3,730,000 

3,860,000 
3,490,000 

do 

434 
29 
29 
521 
521 
28 
T28 
523 
523 
28 
520 
28 
514 
28 
520 
28 
521 
29 
29 
414 
414 
32 
32 
505 
505 
29 
29 
452 
452 
28 
27 
450 
450 
29 
29 
483 
483 
28 
28 
492 
492 
28 
28 
483 

"isii" 

12.7 
13.1 
12.7 
12.0 
11.8 
12.0 
11.8 
12.7 
12.7 
12.2 
12.2 
12.5 
12.5 
10.6 
10.6 

do        

do                           

do        

2,730,000 

2,500,000 

2,250,000 
2,970,000 

do                      

do 

do 

do    

1,420,000 
1,760,000 

7,970,666 

760,000 
1,160,000 

'  5,996',666'  ' 

250.000 
490,000 

s.oso'.ooo' 

do                 

do 

do             

do 

do               

4,050,000 

3,760,000 

3,740,000 

do 

do          

5,000,000 

4,320,000 

4,450,000 

do 

do     
1:3:5  Chicago  limestone.  . 

3,640,000 

3,460,000 

3,350,000 



do                    

4,000,000 
3,350,000 

3,940,000 
3.160,000 

3,790,000 
3,120,000 

do 

do 

12.8 
12.8 
12.8 
12.8 
13.0 
13.4 
13.0 
13.4 
13.3 
12.6 
13.3 
12.6 
13.7 
15.2 
13.7 
15.2 
13.3 
12.9 
13.3 
12.9 
12.7 
12.9 
12.7 

do 

do 

3,270,000 
4,070,000 

2,940,000 
3,760,000 

2,520,000 
3,470,000 

do                        

do 

do 

do                              ... 

2,830,000 
2,590,000 

2,520,000 
2,450,000 

2,300,000 
2,200,000 

do                 

do 

do 

do                    

3,450,000 
2,350,000 

3,180,000 
2,000,000 

3,150,000 
1,640,000 

do                           

Ho 

j_ 

do 

1,330,000 
1,630,000 

490,000 

do 

do 

Hn 

do 

1,280,000 
1,280,000 

400,000 
750,000 

do 

Hn 

Hr» 

do                                

1,600,000 

900,000 

350,000 

362 


APPENDIX    D 


TABLE  21.— COMPRESSIVE  STRENGTH  AND  MODULUS  OF 

ELASTICITY  OF  CONCRETE  IN  COLUMNS 

AND  COVERINGS— Continued 


Cylin- 
der 
No. 

Kind  of  Concrete 

Age, 
Days 

Per- 
cent 
Water 

Ultimate 
Stress, 
Lb.  per 
Sq.  In. 

Modulus  of  Elasticity  , 
Lb.  per  Sq.  In. 

Unit  Stress 

450 

650 

850 

57-4 
76-1 
76-2 
77-1 
77-2 
106-1 
106-4 
106-2 
106-3 
16-1 
16-2 
16-3 
16-4 
18-1 
18-2 
18-3 
18-4 
29-1 
29-3 
29-2 
29-4 
36-1 
36-3 
36-2 
36-4 
37-1 
37-3 
37-2 
37-4 
40-1 
40-3 
40-2 
40-4 
46-1 
46-3 
46-2 
46-4 
60-1 
60-3 
60-2 
60-4 
71-1 
71-3 
71-2 
71-4 
73-1 
73-3 
73-2 
73-4 
75-1 
75-3 
75-2 
75-4 
101-3 
101-4 
102-5 
102-6 
104-1 
104-2 
20-1 
20-2 
20-3 
20-4 
21-1 
21-2 
21-3 
214 
54-1 
54-2 

1:3:5  Chicago  limestone  — 
do     
do    

483 
59 
59 
59 
59 
28 
29 
532 
532 
29 
29 
416 
416 
28 
28 
419 
419 
29 
29 
437 
437 
29 
29 
445 
445 
30 
30 
504 
504 
28 
28 
502 
502 
28 
29 
455 
455 
27 
27 
290 
490 
29 
29 
451 
451 
28 
28 
443 
443 
28 
28 
462 
462 
28 
541 
28 
516 
32 
527 
30 
30 
415 
415 
28 
28 
416 
416 
29 
488 

12.9 
13.7 
13.7 
13.7 
13.7 
13.9 
13.9 
13.9 
13.9 

1040 
523 
688 
842 
508 
767 
813 
820 
946 
1023 
1163 
2512 
1219 
1158 
1764 
1529 
1884 
1494 
1239 
1807 
1985 
1490 
1548 
2284 
2118 
995 
1668 
2278 
1103 
1797 
1780 
2180 
2300 
1418 
1641 
1659 
2082 
948 
1028 
1490 
1039 
1572 
957 
1446 
1109 
2239 
2484 
2658 
3224 
1361 
1756 
1918 
2318 
1307 
2115 
1510 
2692 
978 
1542 
1254 
1158 
1109 
958 
702 
678 
874 
986 
780 
1012 

2,030,000 
190,000 
340,000 
1,360,000 
210,000 

1,550,000 

1,000,000 

240,000 
950,000 

do      .     .          

do    

do    

do    

do                           ... 

1,770,000 
2,230,000 

1,200,000 
1,460,000 

do     

1,060,000 

1:2:4  New  York  trap  
do    
do 

4,750,000 
1,100,000 

4,340,000 
650,000 

3,860,000 
330,000 

do     
do 

do    
do 

1,900,000 
3,320,000 

1,570,000 
2,600,000 

1,030,000 
1,840,000 

do 

do     . 

13.1 
13.6 
13.1 
13.6 
12.2 
12.0 
12.2 
12.0 
12.6 
12.7 
12.6 
12.7 
11.2 
11.1 
11.2 
11.1 
13.9 
13.9 
13.9 
13.9 
14.6 
14.6 
14.6 
13.8 
13.7 
13.0 
13.7 
13.0 

do 

do     . 

2,570,000 
3,140,000 

2,390,000 
2,870,000 

2,210,000 
2,640,000 

do 

do     . 

do 

do    
do    . 

2,750,000 
3,100,000 

2,750,000 
2,960,000 

2,600,000 
2,650,000 

do    . 

do 

do     
do 

2,780,000 
820,000 

2,620,000 
530,000 

2,450,6o6 
350,000 

do    
do 

do     

3,140,000 
4,170,000 

2,960,000 
3,450,000 

2,750,000 
3,150,000 

do 

do    

do 

do 

1,870,000 
2,730,000 

1,700,000 
2,510,000 

1,460,000 
2,300,000 

do 

do 

do 

do 

2,510,000 
1,940,000 

2,140,000 
1,530,000 

1,810.000 
1,200,000 

do 

do 

do    
do 

2,450,000 
1,000,000 

1,970,000 
400,000 

1.650,000 
230,000 

do    . 

do 

do     
do 



4,180,000 
3,900,000 

3,960,000 
4,060,000 

3,720,000 
3,830,000 

do    
do 

"io!6" 

10.3 
'  10.0 
10.3 
13.2 
13.2 
11.9 
11.9 
11.1 
11.1 

do    
do 

1,500,000 
2,790,000 

1,610,000 
2,770,000 

1,740,000 
2,700,000 

do    
do 

do    
do 

4,850,000 

4,480,000 

4,090,000 

do    . 

3,020,000 
3,900,666" 

3,060,000 

3,5i6',666" 

3,070,000 

do 

do     

2,350,000 

1:3:5  New  York  trap  
do 

do     
do 

4,950,000 
8,700,000 

940,000 
330,000 

450,000 

do 

do 

do 

590,000 
900,000 

270,000 
520,000 

do 

250,000 

do 

12.6 
12.6 

do     

1,330,000 

1,850,000 

530,000 

TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


363 


TABLE  21.— COMPRESSIVE  STRENGTH  AND  MODULUS  OF 

ELASTICITY  OF  CONCRETE  IN  COLUMNS 

AND  COVERINGS— Continued 


Cylin- 
der 
No. 

Kind  of  Concrete 

Age, 
Days 

Percen 
Water 

Ultimate 
Stress, 
Lb.  per 
Sq.  In. 

Modulus  of  Elasticity, 
Lb.  per  Sq.  In. 

Unit  Stress 

450 

650 

850 

15-1 

15-2 
15-3 
15-4 
34-1 
34-3 
34-2 
34-4 
34A-1 
34A-3 
34A-2 
34A-4 
103-1 
103-2 
113-k 
113-2 
50-1 
50-3 
'50-2 
50-4 
50A-1 
50A-3 
50A-2 
50A-4 
51-1 
51-4 
51-2 
51-3 
51A-1 
51A-4 
51A-2 
51A-3 
31-1 
31-3 
31-2 
31-4 
43-1 
43-3 
43-2 
43-4 
104-3 
104-4 
44-1 
44-3 
44-2 
44-4 
11-1 
11-4 
11-2 
11-3 
14-1 
14-2 
14-3 
14  4 
30-1 
30-3 
30-2 
30-4 
38-1 
38-3 
38-2 
38-4 
101-1 
101-2 
102-3 
102-4 

1  :2:4  Rockport  granite  
do     

30 
30 
407 
407 
29 
29 
453 
453 
28 
28 
455 
455 
28 
522 
32 
527 
28 
28 
487 
487 
28 
28 
509 
509 
29 
29 
485 
485 
29 
29 
507 
507 
30 
30 
501 
501 
29 
29 
456 
456 
32 
527 
29 
29 
459 
459 
27 
27 
468 
468 
28 
28 
406 
406 
28 
28 
440 
440 
29 
29 
451 
451 
28 
520 
28 
514 

i2!6' 
11.5 
12.0 
11.5 
12.7 
10.7 
12.7 
10.7 
13.0 
13.0 
12.2 
12.2 
13.5 
13.5 
13.5 
13.5 
11.5 
11  5 
11.5 
11.5 
14.0 
14.0 
14.0 
14.0 
14.1 
14.1 
14.1 
14.1 
14.0 
14.2 
14.0 
14.2 
14.0 
14.0 
14.0 
14  0 
14.9 
14.9 
14.7 
14.7 
14.7 
14.7 
11.3 
11.3 
11.3 
11.3 

1478 
1181 
1773 
2315 
1638 
1308 
2211 
1903 
853 
1633 
1157 
1833 
993 
1645 
1017 
1476 
919 
621 
1082 
1063 
734 
660 
1255 
1073 
729 
703 
924 
688 
683 
822 
877 
1272 
2040 
1988 
2828 
2531 
746 
1855 
2128 
2658 
1535 
2720 
1418 
661 
1662 
1042 
2365 
1764 
2190 
2522 
1070 
1192 
2177 
1268 
762 
1908 
898 
2690 
1080 
1290 
1872 
1721 
1401 
2408 
1720 
295 

• 

do 

2,800,000 
2,470,000 

2,730,000 
2,540,000 

2,600,000 
2,540,000 

do        

do    . 

do    

2,800,666' 
3,160,000 

2,060,666' 

2,680,000 

'  2,576",666" 
2,900,000 

2,390',666  ' 
2,550,000 

do 

do    

do 

do 

do     . 

1,750,000 
2,670,000 

3,ib6",666" 

1.350,000 
2,560,000 

'  2,960',666'  ' 

do 

do     . 

do 

3,620,000 

do    . 

do     
1:3:5  Rockport  granite  
do     

2,480,000 

2,220,000 

do     

2,150,000 
2,380,000 

1,800,000 
1,850,000 

1,350,000 
1,280,000 

do        

do     . 

do 

"2,4o6',666' 

2,750,000 

i,95o,666'  ' 

2,430,000 

do     

1,650,000 
2,220,000 

do 

do     

do 

do    . 

1,480,000 
1  ,480,000 

1,130,000 

750,000 

do     . 

do 

do    . 

do 

2,170,000 
2,270,000 

1,260,000 
2,230,000 

640,000 
2,000,000 

do    
1:2:4  Cleveland  sandstone.  . 
do     
do 

1,410,000 
1,230,000 

1,410,000 
1,230,000 

1,410,000 
1,200,000 

do     
do 

do 

do 

1,420,000 
1,430,000 

1,290.000 
1,350,000 

1,230,000 
1,270,000 

do    
do 

do    
1:3:5  Cleveland  sandstone.  . 
do     •  
do                        

2,270,000 

2,020,000 

1,670,000 

4,130,000 
880,000 

3,040,000 
720,000 

2,050,000 
600,000 

do 

1:2:4:  Joliet  gravel  
do 

3.63b'.666" 

3,630,000 

3,160,666'  ' 

3,530.000 

3,126,666'  ' 
3,400,000 

do    
do 

do 

do 

"io.'s" 

10,8 
10.8 
10.8 
11.0 
11.0 
11.0 
11.0 

do 

3,670,000 
2,940,000 

3,470,000 
2,620,000 

do 

3.380,000 

do 

do 

do 

2.250,000 
3,240,000 

1,550,000 
3,210,000 

620,000 
3,200,000 

do     

do 

do    

3',350',666'  ' 
3,500,000 

3,810,666" 

3,660,666'  ' 

3,220,000 

3,750,666'  ' 

2,840,666  ' 
3,130,000 

3,6o6',666'  ' 

do             .            

do 

do    

do 

do 

do          

4,880,000 

4,370,000 

4,130,000 

364 


APPENDIX   D 


TABLE  21.-COMPRESSIVE  STRENGTH  AND  MODULUS  OF 

ELASTICITY  OP  CONCRETE  IN  COLUMNS 

AND  COVERINGS— Concluded 


cr 

No. 

Kind  of  Concrete 

Age, 
Days 

Percent 
Water 

Ultimate 
Stress, 
Lb.  per 
Sq.  In. 

Modulus  of  Elasticity, 
JJ>.  per  Sq.  In. 

Unit  Stress 

450 

650 

850 

112-1 
112-2 
39-1 
39-3 
39-2 
39-4 
45-1 
45-3 
45-2 
45-4 
112-3 
112-4 
17-1 
17-2 
17-3 
17-4 
32-1 
32-3 
32-2 
32-4 
32A-1 
32A-3 
32A-2 
32A-4 
47-1 
47-3 
47-2 
47-4 
52-1 
52-2 
52-3 
52-4 
53-1 
53-3 
53-2 
53-4 
104-6 
104-6 
12-1 
12-2 
12-3 
12-4 

1:2:4  Joliet  gravel  
do 

28 
521 
28 
28 
437 
437 
25 
25 
447 
447 
28 
521 
28 
28 
408 
408 
29 
29 
504 
504 
32 
32 
498 
498 
28 
28 
447 
447 
28 
28 
492 
492 
30 
30 
494 
494 
32 
527 
28 
28 
534 
533 

9.7 
9.7 

"ii's 

12.3 
11.8 
12.3 
10.7 
10.7 

2004 
2973 
2053 
1220 
2580 
1721 
2056 
1987 
2707 
2374 
1719 
2952 
671 
1307 
1691 
2072 
495 
728 
970 
977 
628 
759 
950 
796 
949 
907 
1335 
1258 
901 
914 
929 
879 
306 
492 
635 
691 
797 
1313 
2397 
1312 
3880 
4180 

4,290,000 

4,160,000 

4,140,000 

1:2:4  Meramec  R.  gravel.  .  . 
do     

3,450,666 
3,550,000 

'  3,566',666'  ' 

3,500,000 

do 

3,430,000 
3,430.000 

do 

do 

do    
do 

4,600,000 
3,870,000 

'  3,310,666'  ' 

4,370,000 
3,920,000 

'  3,510.666 

4,040,000 
3,900,000 

'  3,666',666'  ' 

do    
do 

do    
1:1^:4^  Hard  coal  cinders 
do    
do    

"MY" 
22.9 
22.9 
22.9 
17.3 
18.5 
17.3 
18.5 
22.1 
22  4 
22.1 
22.4 
22.3 
22.3 
22.3 
22.3 
29.1 
29.1 
29.1 
29.1 
22.9 
22.9 

1,730,000 
1,900,000 

1,500,000 
1,770,000 

1,330,000 
1,670,000 

do    
1:2:5  Hard  coal  cinders  
do 

do    
do 

1,080,000 
1,250,000 

900,000 
1,000,000 

700,000 
610,000 

do 

do 

do 

900,000 
750,000 

720,000 
530,000 

500,000 

do    

do 

do    

do 

1,070,000 
1,150,000 

1,050,000 
1,030,000 

970,000 
890,000 

do    

do 

do    . 

'  1,146,666 

1,300,000 

926.666 

920,000 

580',666'  ' 
450,000 

do 

do    . 

do 

do 

'1,666,666 

1,190.000 

do    
do 

670,000 

do    
do 

1,340,000 

1,280,000 

1,190,000 

l:l^:3Westfieldtrap  
do 

do    

3,520,000 
4,890,000 

3,370,000 
4,450,000 

3,270,000 
4,130,000 

do     

TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS  365 

TABLE  22.-COMPRESSIVE  STRENGTH  AND  MODULUS  OF 
ELASTICITY  OF  CONCRETE  IN  HEAD  PROTECTIONS 


Cylin- 
der 
No. 

Kind  of  Concrete 

Age, 
Days 

Percent 
Water 

Ultimate 
Stress, 
Lb.  per 
Sq.  In. 

Modulus  of  Elasticity, 
Lb.  per  Sq.  In. 

Unit  Stress 

450 

650 

850 

49-1 
49-3 
49-2 
49-4 
59-1 
59-3 
59-2 
59-4 
*64-l 
*64-4 
*64-2 
*64-3 
65-1 
65-4 
65-2 
65-3 
69-1 
69-3 
69-2 
69-4 
A-l 
A-3 
A-2 
B-l 
B-3 
B-2 
B-4 
B-5 
48-1 
48-3 
48-2 
48-4 
62-1 
62-3 
62-2 
62-4 
63-1 
63-2 
63-3 
63-4 
*67A-1 
*67A-2 
*67A-3 
*67A-4 
49-5 
49-7 
49-6 
49-8 
68-1 
68-4 
68-2 
68-3 
58-1 
58-4 
58-2 
58-3 
105-5 
105-8 
105-6 
105-7 
106-5 
106-8 
106-65 
106-7 
105-1 
105-4 
105-2 
105-3 
109-5 
109-7 
109-6 
109-8 

1:2:4  Chicago  limestone.  .  .  . 
do     

28 
28 
489 
489 
29 
29 
494 
494 
27 
27 
502 
502 
27 
27 
502 
502 
29 
29 
497 
497 
28 
28 
520 
28 
28 
520 
524 
524 
28 
28 
489 
489 
28 
28 
492 
492 
27 
27 
496 
496 
28 
28 
493 
493 
28 
28 
489 
489 
30 
30 
494 
494 
28 
28 
498 
498 
28 
28 
538 
538 
29 
28 
532 
532 
28 
28 
538 
538 
28 
28 
509 
509 

11.2 
11.2 
11.2 
11.2 
10.5 
10.5 
10.5 
10.5 
9.8 
9.8 
9.8 
9.8 
9.7 
9.7 
.9.7 
9.7 
10.9 
10.9 
10.9 
10.9 
9.6 
9.6 
9.6 
11.2 
11.2 
11.2 
11.2 
11.2 
11.5 
11.5 
11.5 
11.5 
11.2 
11.2 
11.2 
11.2 
11.1 
11.1 
11.1 
11.1 
10.3 
10.3 
10.3 
10.3 
10.6 
10.6 
10.6 
10.6 
9.8 
9.8 
9.8 
9.8 
13.4 
13.4 
13.4 
13.4 
10.5 
10.5 
10.5 
10.5 
10.7 
10.7 
10.7 
10.7 
9.8 
9.8 
9.8 
9.8 
8.7 
8.7 
8.7 
8.7 

1473 
1510 
2673 
2178 
990 
962 
1085 
1319 
3428 
3119 
4036 
4000 
2120 
1951 
3157 
2813 
1874 
1698 
2469 
2941 
2058 
1947 
2960 
1986 
2197 
3131 
2282 
2527 
961 
1736 
1358 
2397 
881 
1324 
1731 
1613 
1403 
1280 
2175 
1872 
1945 
1998 
2573 
2406 
1395 
1509 
2212 
2233 
1307 
1495 
1606 
1930 
841 
946 
1172 
1263 
1128 
1355 
1921 
1723 
1396 
1403 
1653 
2076 
1721 
1691 
2699 
2706 
2152 
2021 
3232 
3095 

'  8,966",666' 
3,870,000 

2,'i76',666' 

3,780,000 

'  8,8i6',666' 

4,230,000 

'  6,666',666' 

3,320,000 

'  6,666',666'  ' 
3,140,000 

do 

do 

do     

do    . 

1,376,666' 

2,870,000 

7,946',666'  ' 

4,060,000 

do 

830,000 
2,250,000 

7,586',666'  ' 
4,060,000 

do 

do      

do 

do      ......   .. 

do 

do    

do    . 

6,566,666' 

4,300,000 

4,i56',o66'  ' 

7,080,000 

do 

5,990,000 
4,050,000 

3,886',666' 

5,620,000 

5,830,000 
3,770,000 

3,750,666 
5,000,000 

do 

do      

do 

do    . 

do 

do    . 

do    

do 

4,040,000 

4,020,000 

3,810,000 

do    :.. 

do    . 

do 

4,060,000 
3,400,000 
4,100,000 

3,940,000 
3,420,000 
4,070,000 

3,770,000 
3,300,000 
4,090,000 

2,400,666'  ' 
3,570,000 

do 

do    
1:3:5  Chicago  limestone  — 
do    
do 

2,810,000 
3,750,000 

4,586',o6o" 
2,900,000 

2,710,000 
3,710,000 

4,266',666'  ' 
2,770,000 

do    . 

do 

do 

do 

3,730,000 
2,370,000 

do 

1:2:4  New  York  trap  
do 

2,756',666' 
3,090,000 

2,486,666 

2,770,000 

2,380,666'  ' 
2,430,000 

do    . 

do 

do 

do        

do 

4,896',666' 

7,950,000 
4,080,000 

6,480,000 
1,780,000 

do    
1:2:4  Rockport  granite  
do    

do          

6,650,000 
3,790,000 

4,230,000 
3,490,000 

3,640,000 
2,900,000 

*'   do    . 

do 

do 

do    
do    
1:3:5  Rockport  granite  
do     
do 

3,580,000 
4,080,000 

2,510,666 
2,430,000 

2,950,000 
4,000,000 

2,676,666'  ' 

2,030.000 

2,570,000 
3,500,000 

1,670,666'  ' 
1,770,000 

do     
1:2:4  Joliet  gravel  
do 

3,336,606 
2,560,000 

3,250,000  ' 
3,350,000 

3,166,666'  ' 

2,130,000 

3,106,660' 
3,430,000 

do    
do 

3,480,000 
2,800,000 

3,460.066 
3,920,000 

do 

do 

do    . 

do     
1:2:4  Meramec  R.  gravel.  .  . 
do     

5,030,666 
3,040,000 

8,100,666 

5,060,000 

4,606,666 

3,090,000 

5,716,066 
4,350,000 

4,230,666 
3,060,000 

5,666,666 

4,190,000 

do     •  
do 

do     . 

do     

do 

do    

*    *Time  of  mixing,  2  min.    For  all  other  cylinders  time  of  mixing  was  1  min. 
Cylinder  No.  64-2  failed  on  third  application  of  maximum  load;  No.  64-3  on  second  application  of 

maximum  load. 


366 


APPENDIX    D 


TABLE  23.-TESTS  OF  LIME 


Sample  No. 

Quick  Lime 

Hydrated  Lime 

1 

2 

1 

2 

Chemical  Analysis: 

Impurities  (SiO2  and  R2O3)  

1.73% 
88.98 

1.70% 
85  53 

1-44% 
69.59 

1.31% 
69.59 

CaO                                                 

MgO               

1.26 

0.89 

1.37 

1.37 

Loss  on  Ignition  

8.22 

8.22 

27.02 

27.07 

CO2  Average                         

0.66 

4.89 

Fineness: 

Residue  on  No.  20  Sieve,  Sample  Slacked  and 
Washed  Through  

1.25 

Residue  on  No.  30  Sieve,  Original  Sample,  Dry.  . 
Residue  on  No.200  Sieve,  Sample  Washed  Through 



4.4 

3.97 

Soundness:    Pats  — 

5  Hr  in  Steam  



Unsound 

TABLE  24.— TESTS  OF  CALCINED  GYPSUM 


Western 

Eastern 

Chemical  Analysis: 
Impurities  (SiO   and  RaO3) 

3  55% 

2  10% 

CaO                                                                                   .          .... 

36.77 

36.93 

soa                  

52.22 

51.37 

Loss  Below  60°C                                                                         

1  23 

1.12 

Loss  Between  60°C  and  Tyrrell  Burner  

6.67 

8.35 

Time  of  Set: 
Neat  55  percent  Water              .                

More  than 
7  hr.;  less 

24  hr. 

•Tensile  Strength:  Lb.  per  Sq.  In. 
Neat  55  percent  Water                         

than  16  hr. 
200.0 

Easily 

1  Gypsum*  3  Ottawa  Sand  22  percent  Water      .  .           

190.0 
192.0 

97.0 

crumbles 
No  test 
obtainable 

175.0 

102.0 
85.0 

150.0 
150.0 

*Mortars  made  up  with  distilled  water  and  after  setting  24  hr.  in  air,  were  dried  to  constant  weight 
below  60°C.  and  then  broken. 


TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


367 


TABLE  25.— COMPRESSIVE  STRENGTH  OF  PORTLAND  CEMENT 
AND  LIME  PLASTER 

Test  specimens  2-in.  cubes  stored  in  air 


Cube  No. 

Proportion,  Parts  by  Loose  Volume 
of  Materials  as  Used 

Percent 
Water 

Age,  Days 

Compressive 
Strength, 
Lb.  perSq.In. 

23-1 

1  Portland  cement 

1  /10  Hydrated  lime  

15.78 

28 

1080 

23-2 

2H  Coarse  lake  sand  
do 

15  78 

28 

1055 

23-3 
23-4 

do    
do 

15.78 
18  23 

512 
29 

1623 
1488 

23-6 

do    .. 

18  10 

29 

1795 

23-7 

do 

18  10 

511 

2385 

23-8 

do 

15.23 

28 

2715 

23-9 

do 

15  23 

509 

3828 

24-1 

do                                   

16.23 

28 

1839 

24-2 

do                                                 .... 

16  23 

501 

2855 

24-3 

do                        

17.79 

29 

1350 

24-4 

do                                                 

17  79 

498 

2140 

24-5 

do                      

12.87 

29 

933 

24-6 

do                                             

12  87 

496 

1669 

25-1 

do 

16  20 

28 

2520 

25-2 

do                                     

16  20 

487 

3956 

25-3 

do    . 

18.50 

29 

1319 

25-4 

do                                  

18.50 

484 

2480 

26-1 

do                                                    

18  35 

29 

1655 

26-2 

do                                   

18.35 

500 

3035 

26-3 
26-4 

do    
do                                   

15.82 
15.82 

28 
498 

2685 
3744 

27-1 

do                                                 

18  00 

29 

1645 

27-2 

do                                   

18.00 

501 

3191 

27-3 

do                                          

16.50 

29 

976 

27-4 

do 

16  50 

499 

1934 

78-1 

do                                        

19.52 

38 

818 

78-2 

do                                                      .... 

19  52 

38 

795 

78-3 

do                                       

19.52 

38 

1083 

78-4 

do                                               ... 

19  52 

38 

640 

78-5 

do                                        

19.52 

38 

610 

78-6 

do                                                  

19  52 

38 

790 

78-7 

do                                       

21.15 

34 

991 

78-8 

do                                               

21.15 

34 

583 

78-9 

do                              

21.15 

34 

1035 

110-1 

do                                               

21  60 

28 

1455 

110-2 

do                        

21.60 

28 

1200 

110-3 

do                                               

21.60 

28 

1225 

110-4 

do 

21  60 

514 

1805 

110-5 

do                                          

21.60 

514 

1595 

110-6 

do                                                     ... 

21  60 

514 

1946 

110-7 

do                                  

17.20 

28 

1913 

110-8 

do                                               .... 

17  20 

28 

1748 

110-9 

do                              

17.20 

28 

1716 

110-10 

do 

17  20 

512 

2181 

110-11 

do                              

17.20 

512 

3408 

110-12 

do                                                  

17  20 

512 

2639 

110-13 

do                 .   ..*  

19.00 

28 

1789 

110-14 

do                                  

19  00 

28 

1863 

110-15 

do 

19  00 

28 

1831 

110-16 

do 

19.00 

507 

1960 

110-17 

do 

19  00 

507 

2990 

110-18 

do 

19.00 

507 

2753 

110-19 

do 

19  02 

29 

2084 

110-20 

do                            

19.02 

29 

2020 

110-21 

do                                 

19  02 

29 

1710 

1  10-22 

do 

19  02 

500 

2838 

110-23 

do 

19  02 

500 

2758 

110-24 

do                                                         .   . 

19  02 

500 

3248 

77-4 

1  Slaked  lime    
2J^  Fine  lake  sand              .                        .    . 

18.36 

60 

158 

77-5 

do    

18.36 

60 

149 

368 


APPENDIX    D 


TABLE  26.— COMPRESSIVE  STRENGTH  OP  CLAY    TILE   MORTAR 

Test  specimens  2-in.  cubes  stored  in  air 


Cube  No. 

Proportion,  Parts  by  Loose  Volume 
of  Materials  as  Used 

Percent 
Water 

Age, 
Days 

Compressive 
Strength, 
Lb.  per  Sq.  In. 

48-1 

1  Slaked  lime                       

24.00 

28 

955 

48-2 

do 

24.00 

28 

873 

48-3 

do                         

24.00 

499 

1040 

48-4 

do 

24.00 

499 

769 

48-5 

do                              

27.50 

28 

763 

48  6 

do 

27.50 

512 

833 

49-1 

do 

25.00 

28 

421 

49-2 

do 

25.00 

498 

485 

49-3 

do 

27.15 

28 

410 

49-4 

do 

27.15 

498 

405 

50-1 

do 

26.00 

26 

273 

50-2 

do                           •  

26.00 

496 

361 

,     5i_i 

do 

25.70 

28 

385 

51-2 

do 

25.70 

497 

358 

51-3 

do 

28.45 

28 

278 

51-4 

do 

28.45 

497 

308 

51A-1 

do 

24.45 

29 

303 

51A-2 

do 

24.45 

516 

313 

63-1 

do    . 

24.40 

28 

445 

53-2 

do 

24.40 

503 

370 

5&-1 

do    . 

24.60 

28 

455 

66-2 

do 

24.60 

28 

399 

66-3 

do 

24.60 

500 

565 

56-4 

do    .... 

24.60 

500 

550 

57-1 

do 

22.70 

29 

513 

67-2 

do 

22  70 

497 

700 

68-1 

do 

24.80 

28 

288 

68-2 

do    . 

24.80 

504 

373 

68-3 

do 

24.10 

28 

340 

58-4 

do 

24.10 

504 

348 

58-5 

do 

28  00 

28 

283 

68-6 

do    . 

28.00 

604 

325 

69-1 

do 

25  90 

28  " 

395 

59-2 

do    . 

25.90 

498 

333 

59-3 
69-4 

do    v  
do 

24.75 
24  75 

28 
497 

368 
270 

60-1 

do    .. 

25.00 

28 

296 

60-2 

do 

25  00 

505 

285 

60-3 

do    .. 

26  60 

28 

360 

60-4 

do 

26  60 

505 

358 

61-1 

do    .. 

28  05 

29 

513 

61-2 

do 

28  05 

29 

390 

61-3 

do    . 

28  05 

524 

473 

61-4 

do    

28.05 

524 

628 

61-5 

do    . 

23  50 

29 

415 

61-6 

do    

23  50 

524 

480 

62-1 

do    

25.30 

28 

475 

62-2 

do    

25.30 

483 

551 

63-1 

do    . 

28  25 

28 

318 

63-2 

do    

28  25 

505 

350 

68-1 

do    . 

29  50 

28 

310 

68-2 

do    

29  50 

503 

270 

68-3 

do    . 

24  10 

28 

285 

68-4 

do    

24  10 

503 

323 

69-1 

do    . 

•>!  80 

516 

463 

69-3 

do    

24  45 

29 

318 

69-4 

do    . 

24  45 

516 

338 

69-5 

do    

21  45 

28 

853 

69-6 

do    

21.45 

515 

940 

69-7 

do    

22  65 

29 

653 

69-8 

do    . 

22  65 

28 

663 

69-9 

do    '       " 

22  65 

493 

773 

TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


369 


TABLE  26.— COMPEESSIVE  STRENGTH  Of  CLAY  TILE  MORTAR 

— Concluded 

Test  specimens  2-in.  cubes  stored  in  air 


Cube  No. 

Proportion,  Parts  by  Loose  Volume 
of  Materials  as  Used 

Percent 
Water 

Age,  Days 

Comprcssive 
Strength, 
Lb.perSq.Jn. 

€9-10 

1  Portland  otment                .             

1  Slaked  lime  

22.65 

493 

708 

4  Bank  or  beach  sand      .                     

76-1 

do    . 

23.75 

60 

495 

76-2 

do 

23  75 

60 

571 

76-3 

do 

23  75 

60 

688 

77-1 

do 

23.75 

60 

380 

77-2 

do 

23  75 

60 

385 

77-3 

do             

23.75 

60 

360 

62-2 

1  Portland  cement 

2  Slaked  lime       

29.40 

38 

228 

6  Bank  sand    .                                        - 

62-5 

do                                

30.30 

29 

100 

64-5 

do 

26.60 

28 

159 

64-0 

do          

26.60 

498 

216 

64-1 

1  Portland  cement                                  .  .   . 

\X  Hydrated  lime  

20.90 

28 

803 

6  Bank  sand    .                    .            

64-3 

do 

20.90 

28 

395 

64-4 

do                           

20.90 

499 

626 

TABLE  29.— COMPRESSIVE  STRENGTH  OF  GYPSUM  FILLING 
Test  specimens  8  by  16  in.  cylinders 


Cylinder 
No. 

MATERIAL 

Proportions,  Parts  by  Loose 
Volume  of  Materials 
as  Used 

•Per- 
cent 
Water 

Age, 
Days 

Ultimate 
Strength, 
Lb.per 
Sq.  In. 

66-1 

66-5 
66-6 
67A-5 
67A-8 
67A-7 
67A-8 
109-3 
109-4 
108-1 

108-2 
108-3 
108-4 
109-1 
109-2 

Eastern  gypsum  filling  
do 

1  Eastern  calcined  gypsum      .   . 

54.70 

61.20 
61.20 
60.15 
60.15 
60.15 
60.15 
52.20 
52.20 

63.30 

63.30 
63.30 
63.30 
63.10 
63.10 

31 

29 
483 
29 
29 
489 
489 

15 

31 
95 
22 
17 
105 
85 

1  Fine  lake  sand  
4  Broken  gypsum  blocks 

do    

do 

do 

do 

do    

do 

do           

do 

do 

do 

do             

Specimen  collapsed  on  remo 
Broken  during  storage  
Western  gypsum  filling  

do 

val  of  mould  12  days  after  placement 

1  Western  calcined  gypsum       .   . 

28 

28 
513 
513 
28 
509 

27 

33 
42 
32 
29 
40 

1  Fine  lake  sand  

4  Broken  gypsum  blocks  

do 

do 

do    

do 

do 

do 

do        

do 

do                        

•Based  on  total  weight  of  dry  materials  in  mixture. 


370 


APPENDIX    D 


TABLE    27.— COMPRESSIVE     STRENGTH    OF 

AND  PLASTER 


GYPSUM    MORTAR 


Test  specimens  2-in.  cubes  stored  in  air 


Cube  No. 

Proportion,  Parts  by  Loose  Volume 
of  Materials  as  Used 

*Percent 
Water 

Age,  Days 

Compressive 
Strength, 
Lb.perSq.  In. 

64-1 

1  Western  calcined  gypsum 
3  Fine  lake  sand 

23  40 

30 

220 

64-3 

do    . 

23.40 

30 

145 

64-4 

do 

23  40 

523 

118 

64-5 

do    . 

23.40 

523 

94 

65-1 

do 

22  20 

29 

233 

65-2 
65-3 

do    
do 

22.20 
22  20 

29 

29 

275 
275 

65-4 
65-5 

do    
do 

22.20 
22  20 

522 
522 

202 
214 

66-1 

1  Eastern  calcined  gypsum 
3  Fine  lake  sand 

23  50 

29 

43 

66-2 
66-3 

do    
do 

23.50 
23  50 

29 
29 

13 
15 

66-5 

do                                                     ...... 

23.50 

504 

35 

67-1 

do 

23  10 

28 

193 

67-2 

do 

23.10 

28 

105 

67-3 

do    . 

23.10 

28 

213 

67-5 

do 

23  10 

520 

152 

67-6 

do    . 

23.10 

503 

160 

67A-1 

do 

22  85 

31 

215 

66A-2 
67A-3 

do    , 
do 

22.85 
22  85 

31 
31 

130 

188 

67A-6 
108-1 

do    
do 

22.85 
22  60 

497 
27 

83 

189 

108-2 
108-3 

do    
do 

22.60 
22  60 

27 
48'  I 

201 
83 

108-4 

do    . 

20.60 

91 

240 

108-5 

do 

20  60 

4S'J 

139 

108-6 

do    . 

20.60 

489 

172 

109-1 

do 

22  2 

28 

70 

109-2 

do    . 

22.2 

28 

86 

109-3 

do 

22  2 

515 

75 

109-4 

do    . 

22.6 

515 

130 

109-5 

do 

22  6 

28 

200 

109-6 

do    

22.6 

515 

222 

76-4 

1  Fibered  gypsum  plaster 
3  Fine  lake  sand                 

17.20 

60 

443 

76-5 

do    

17.20 

60 

468 

76-6 

1  Calcined  gypsum 

61  00 

60 

958 

77-6 

do     . 

61.00 

60 

1029 

*Based  on  total  weight  of  dry  materials  in  mixture. 


TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


371 


TABLE   28.— STRENGTH  TESTS  OP  MORTAR  AND  PLASTER 

Test  specimens,  1-in.  briquettes  for  tension  tests  and  2-in.  cubes 

for  compression  tests  made  in  laboratory.    Each  value 

is  the  average  of  three  tests. 


Mortar  or 
Plaster         • 

Proportion,  Parts  by  Loose 
Volume  of  Materials  as 
Used 

*Per- 
cent 
Water 

Method  of 
Storage 

Age, 
Days 

Stre 
Lb 
Sq 

Ten- 
sile 

ngth, 
'in* 

Com- 
pres- 
sive 

Clay  tile  mortar    .   .   . 

1  Portland  cement 

25.0 

25.0 
25.0 
25.0 
25.0 
25.0 

'25.6' 

25.0 
25.0 
25.0 

16.7 

16  7 
16.7 
16.7 
16.7 

16.7 
16.7 
16.7 

22.0 

22.0 
22.5 
22.5 
22.0 

22.0 
22.0 
22.0 

22.5 

22.5 
22.5 
22.5 

1   day  in  damp 
closet  remainder 
of  period  in  water 
do    
do     
do    
do    
do 

7 

7 
7 
28 
28 
28 
28 

28 

28 
365 
365 

7 

7 
28 
28 

28 

28 
365 
365- 

2 

2 
2 
2 
28 

28 
365 
365 

28 

28 
365 
365 

67 

72 
65 
97 
114 
91 
161 

257 

236 
174 
425 
496 
369 
848 

328 

190 

442 
259 

418 

363 
1105 
721 

1010 

616 
1297 
963 

491 

343 
647 
517 

786 

415 
1180 
698 

do 

1  Slaked  lime  

4  Bank  sand  

do    with  beach  sand  
do    with  Ottawa  sand  
do    with  bank  sand  
do    with  beach  sand 

do    
do 

do     
do 

do    with  Ottawa  sand  
do    with  Ottawa  sand  

do    
do 

do    
1   day  in  damp 
closet  remainder 
of  period  in  air 
do    
do    
do    
1   day  in  damp 
closet,  remainder 
of  period  in  water 
do    
do    
do    
1  day  in  damp 
closet  .remainder 
of  period  in  air 
do    
do    
do    
I     day    in    air, 
then    dried     to 
constant  weight 
below  60°C. 
do    

do    

do     
In  air  for  whole 
>eriod. 
do 

do 

do    with  Ottawa  sand  
do    with  bank  sand  
do    with  Ottawa  sand  
1  Portland  cement 

do    
do 

144 

114 
197 
154 

126 

95 
202 
158 

Portland  cement  plastei   .  . 
do 

1/10  Hydrated  lime  
2^  Coarse  lake  sand 

do    with  Ottawa  sand  
do    with  coarse  lake  sand  .  . 
do    with  Ottawa  sand  
do    with  coarse  lake  sand.  . 

do    with  Ottawa  sand  . 

do 

do 

do     
do    . 

do 

do    with  coarse  lake  sand.  .  . 
do    with  Ottawa  sand  

1  Western  gypsum  cement  
3  Fine  lake  sand 

do     

Western  gypsum   block 
mortar  

do     
Eastern  gypsum  block 
mortar  
do          .... 

do    with  Ottawa  sand  
1  Eastern  gypsum  cement  
3  Fine  lake  sand  
do    with  Ottawa  sand  
1  Western  gypsum  cement  
3  Fine  lake  sand  
do    with  Ottawa  sand  
do    with  fine  lake  sand  
do    with  Ottawa  sand  
1  Eastern  gypsum  cement  
3  Fine  lake  sand  
do    with  Ottawa  sand  
do  .with  fine  lake  sand  
do    with  Ottawa  sand  

Western  gypsum  block 
mortar  

do 

do     
do 

do 

do 

Eastern  gypsum  block 
mortar  

do    
do    . 

do     . 

do 

do    
do     

do     

•Based  on  total  weight  of  dry  materials  in  mixture. 

TABLE  29.— See  page  369. 


372 


APPENDIX   D 


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OQ      OQ 


•% 


i  s 


TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


373 


TABLE   31.— COMPRESSIVE    STRENGTH  OF   HOLLOW  CLAY  TILE 
Tile  units  are  12  in.  wide  and  12  in.  long,  except  as  noted 


Sample 
No. 

Kind  of  Tile 

Porosity, 
Percent  of 
Volume 

Absorption, 
Percent  of 
Dry  Weight 

How  Tested 

Area 
under 
Load, 
Sq.  In. 

Maximum  Load 

Nominal 
Thickness, 
In. 

Clay 

Total, 
Lb. 

Lb.per 
Sq.  In. 

A-l 
A-2 
A-3 

Average 

A-4 
A-5 
A-6 

Average 

A-16 
A-19 
A-20 

Average 

A-ll 

A-l  2 
A-14 

Average 

•B-fl 
•B-8 
•B-10 

Average 

•B-l 
•B-2 
•B-4 

Average 

B-12 
B-14 
B-l  9 

Average 

B-ll 
B-l  3 
B-17 

Average 
C-l 

C-5 
06 

Average 

C-2 
C-4 
C-8 

Average 

C-13 
C-14 
C-19 

Average 

C-15 
C-l  8 

Average 

2 
2 
2 

2 
2 
2 

4 
4 
4 

4 
4 
4 

Surface  clay, 
Chicago 
district  

do 

40.3 
44.4 
43.1 

42.6 

44.5 

43.7 
41.9 

43.4 

MA" 

29.0 
28.5 
27.3 

28.3 

28.5 
27.7 
26.2 

27.5 

On  end  . 

19.6 
19.6 
19.6 

16.2 
16.2 
16.2 

25.2 
25.2 
25.2 

16.0 
16.0 
16.0 

44300 
46860 
44650 

45277 

18920 
32110 
22340 

24456 

53000 
57280 
63460 

57913 

29320 
20250 
33190 

27588 

52830 
48400 
62450 

54560 

52450 
58150 
58040 

56213 

134350 
111400 
160930 

2260 
2390 
2280 

2310 

1170 
1980 
1380 

1510 

2100 
2270 
2520 

2296 

1830 
1270 
2070 

1723 

5800 
5310 
6860 

5990 

4480 
4970 
4960 

4796 

4740 
3920 
5910 

4856 

4460 
4560 
4020 

4346 

6980 
8770 
6410 

7386 

6150 
4200 
4190 

4846 

7400 
6090 
5760 

6416 

6060 
3680 

4870 

do  

do    .    . 

On  edge  
do 

do    
do 

do    

On  end... 
do    . 

do    
do    
do 

27.6 

do    

On  edge  
do     
do 

do 

44.2 
42.9 
41.8 

42.9 

28.8 
27.3 
27.9 

28.0 

30.0 
28.6 
31.0 

29.8 

30.8 
32.4 
25.6 

29.6 

28.8 
28.0 
29.8 

28.8 

15.5 
15.4 
2.5 

ITS 

18.3 
18.5 
16.9 

17.9 

18.5 
17.6 
18.5 

18~2 
16.0 

28.1 
29.5 
26.0 

27.5 

15.0 
15.0 
14.2 

I      14.7 

16.0 
15.0 
16.6 

15.8 

16.4 
17.6 
12.8 

do    
do 

2 
2 
2 

Surface  clay, 
Boston 
district 

On  end 

9.1 
9.1 
9.1 

do    
do    . 

2 
2 
2 

do    
do    
do 

On  edge.  .  . 

11.7 
11.7 
11.7 

do    . 

do    

4 
4 
4 

do    
do    . 

On  end.... 
do     
do    

28.4 
28.4 
27.2 

do    

15.6 

15.0 
14.6 
15.6 

15.1 

7.3 
7.0 
11.2 

8.5 

8.8 
8.8 
7.9 

~sl 

9.0 

8.6 
8.9 

8.8 

8.4 

135560 

68170 
69760 
56710 

64880 

98350 
123500 
94280 

105376 

68870 
47040 
46920 

54276 

123610 
104850 
96050 

108170 

58180 
36780 

47480 

4 
4 
4 

do 

On  edge 

15.3 
15.3 
14.1 

do    
do    

do     . 

do    

2 

2 

2 

Ohio  semi- 
fire  clay 
do    
do    

On  end... 

14.1 
14.1 
14.7 

do    . 

do 

2 
2 
2 

do 

On  edge  
do    

11.2 
11.2 
11.2 

do 

do    

do    

4 
4 
4 

do 

On  end 

16.7 
17.2 
16.7 

do 

do    . 

do 

do 

4 
4 

do    
do 

On  edge  
do    

9.6 
10.0 

*  Nominal  width  of  tile,  6  in. 


374 


APPENDIX    D 


TABLE  31.— COMPRESSIVE  STRENGTH  OF  HOLLOW  CLAY  TILE 

—Concluded 
Tile  units  are  12  in.  wide  and  12  in.  long,  except  as  noted 


Sample 
No. 

Kind  of  Tile 

Porosity, 
Percent  of 
Volume 

Absorption 
Percent  of 
Dry  Weight 

How  Tested 

Area 
under 
Load, 
Sq.  In. 

Maximum  Load 

Nominal 
Thickness, 
In. 

Clay 

Total, 
Lb. 

Lb.  per 
Sq.  In. 

D-l 
D-3 
D-9 

Average 

D-2 
D-5 
D-8 

Average 

D-ll 
D-l  6 
D-l  7 

Average 

D-13 
D-14 
D-19 

Average 

*E~5 
*E-6 
*E-8 

Average 

*E-1 
*E-2 
*E-10 

Average 

E-15 
E-17 
E-19 

Average 

E-12 
E-13 
E-14 

Average 

tF-5 
tF-8 
tF-10 

Average 
tG-3 

Average 

tH-1 
tH-2 
|H-4 

Average 

2 
2 
2 

Ohio  shale.  .  . 
do    
do     

8.1 
22.1 
14.3 

14.8 

16.2 
12.2 
8.2 

12.2 

12.0 
11.3 
12.2 

11.8 

16.3 
13.8 
9.6 

13.2 

28.3 
30.4 

3.5 
10.8 
7.2 

7.1 

7.4 
5.5 
3.6 

5.5 

5.2 
4.9 
5.5 

~2 

7.4 
6.5 
3.8 

5.9 

17.2 
17.1 

On  end... 
do     
do     

On  edge  
do 

14.3 
14.1 
14.5 

11.1 
10.7 
11.1 

19.9 
19.1 
19.9 

11.7 
11.7 
11.5 

12.1 
12.1 
12.1 

15.6 
15.9 
15.9 

21.6 
21.6 
21.6 

114350 
112600 
109680 

8000 
7990 
7560 

7850 

3900 
5800 
7340 

5680 

9720 
7950 
8930 

3866 

8190 
5220 
10230 

7880 

4400 
4210 
4600 

4402 

2160 
1820 
1450 

1810 

4440 
3460 
4000 

3966 

3170 
1980 
1590 

112210 

43300 
61980 
81450 

62243 

193550 
1/51770 
177940 

2 
2 
2 

4 
4 
4 

4 
4 
4 

do     . 
do    
do 

do     

On  end... 
do     

do    
do    
do    

do     

On  edge  
do 

174420 

95840 
61130 
117790 

91686 

53240 
51040 
55620 

53313 

33670 
29000 
23100 

28590 

95650 
74660 
86250 

85520 

39900 
24920 
20050 

do    
do    
do    

do     

On  end... 
do     

2 
2 
2 

Semi-fire 
clay, 
New  Jersey 
district 

do      .    . 

2 
2 
2 

4 
4 
4 

4 
4 
4 

2 
2 
2 

do     . 
do     
do     

do     
do     . 

33.2 
33.5 
35.8 

34.1 

25.3 
33.6 
29.5 

29.4 

29.0 
33.2 
33.9 

32.0 

37.6 

41.8 
45.3 

41.5 

49.1 
50.2 
40.2 

46.5 

51.2 
46.9 
41.4 

46.5 

19.8 
19.6 
22.0 

20.4 

14.2 
20.6 
17.2 

17^3 

16.2 
19.8 
20.4 

15.4 

23.2 

27.0 
30.4 

23.8 

27.6 
39.1 
26.4 

31.0 

39.0 
34.3 
27.7 

33.3 

On  edge.... 
do     
do     

On  end  
do     
do 

do     

do     
do     
do     

Porous  semi- 
fire  clay. 
New  Jersey 
district 

On  edge  
do     
do 

12.6 
12.6 
12.6 

18.9 
19.9 
18.3 

24.6 
23.9 
23.9 

On  end... 
do 

28290 

83270 
54200 
72630 

70033 

38060 
33370 
53440 

41623 

27150 
32110 
40300 

33086 

2246 

4410 
2720 
3970 

3700 

1550 
1400 
2230 

1726 

1360 
1780 
1940 

1693 

do     

do     
do     
do     

2 
2 
2 

2H 
% 

2i4 

do     . 
do     
do  

do     
do     
do    

do     
do     
do     

19.9 
18.0 
20.8 

'Nominal  width  of  tile,  8  in.       fCurved  tile. 


TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 


375 


TABLE  32.— TRANSVERSE  STRENGTH  OF  HOLLOW  TILE 

Tile  tested  flatwise  on  side  with  center  load  and  supports  10  in.  apart. 
Tile  units  are  12  in.  wide,  except  as  noted. 


Sample  No. 

Kind  of  Tile 

Maximum 
Load, 
Lb. 

Calculated  Maximum 
Stresses,  Lb.  per 
Sq.  In. 

Nominal 
•Thickness, 
In. 

Clay 

Bending, 
Outer 
Fiber 

Shear. 
Center 
of  Webs 

A-7 

A-8 
A-9 
A-10 

Average  

2 

2 
2 

2 

Surface  clay,  Chicago 
district 

1120 
1050 
830 
1100 

1025 

2600 
1500 
2500 
1890 

2122 

1000 
1520 
1280 
1240 

1260 

5600 
6900 
5100 
5250 

5712 

1220 
2040 

1630 
2120 

2530 
1630 
3200 

2452 

4530 
6250 
4910 
3280 

4742 

1410 
1100 

1255 

2010 
1900 
1330 
2570 

1952 

395 
370 
292 
387 

361 

254 
147 

244 
185 

207 

625 
950 
800 
775 

787 

547 
675 
499 
513 

558 

477 
798 

637 
321 

945 

608 
1194 

916 

564 

778 
611 
408 

590 

705 

550 

627 

272 
257 
180 
347 

264 

158 
148 
117 
155 

145 

146 
84 
140 
106 

119 

202 
307 
258 
250 

254 

253 
312 
231 
237 

283 

236 
394 

315 
223 

415 
267 
525 

402 

320 
441 
346 
231 

335 

155 
121 

138 

142 
134 
94 
182 

140 

do    

do     . 

do 

A-13 
A-15 
A-17 
A-18 

4 
4 
4 
4 

do     . 

do 

do     . 

do 

*B-3 
*B-5 
*B-7 
*B-9 

2 
2 
2 

2 

Surface  clay,  Boston  district 
do 

do    . 

do     

B-15 
B-16 
B-13 
B-20 

4 
4 
4 
4 

dc 

do      
do 

do     

C-7 
C-10 

2 
2 

Ohio  semi-fire  clay  
do     

C-20 

D-4 
D-6 
D-7 

Average  

4 

2 
2 
2 

do 

Ohio  shale       

do 

do        

D-12 
D-15 
D-18 
D-20 

4 
4 
4 
4 

do 

do     

do 

do     

tE-3 
tE-4 

2 
2 

New  Jersey  semi-fire  clay 
do                 

E-ll 
E-16 
E-18 
E-20 

Average  

4 
4 
4 

4 

do 

do 

do 

do    

'Nominal  width,  6  in. 


t  Nominal  width,  8  in. 


376 


APPENDIX  D 


TABLE  33.— TEMPERATURES  OP  VITRIFICATION  AND  FUSION 
OF  CLAY  TILE  AND  BRICK 


No. 

CLAY 

Temperature 
of 
Vitrification, 
Deg.  C. 

Temperature 
Producing 
Softening, 
Deg.  C. 

Temperature 
of 
Fusion, 
Deg.  C. 

\ 

Surface  clay,  Chicago  district  

1120 

1200 

1240 

B 

Surface  clay  Boston  district 

1120 

1160 

1180 

c 

Ohio  semi-fire  clay  

1180 

1450 

1460 

j) 

Ohio  shale 

1120 

1380 

1400 

E 
F 

New  Jersey  semi-  fire  clay  partition  tile  
New  Jersey  porous  semi-fire  clay,  2  by  8-in.  curved 
tile                                    

1200 

1480 
1450 

1500 
1470 

G 

New  Jersey  porous  semi-fireclay,  2  by  12-in.  curved 
tile                                    

1510 

1530 

H 

New  Jersey  poroua  semi-fire  clay,    2)4   by   11-in. 

1450 

1470 

J 

Chicago  common  brick  

1145 

TABLE  34.— POROSITY  AND  ABSORPTION  OF 
CHICAGO  COMMON  BRICK 


Brick  No. 

Specimen  No. 

Porosity,  Percent  of 
Volume 

Absorption,  Percent  of 
Dry  Weight 

1 

1 

35.4 

20.2 

1 

2 

31.9 

17.8 

1 

3 

32.5 

18.0 

4 

31.5 

17. 

5 

M.i 

13. 

6 

36.3 

20. 

7 

26.5 

15. 

.       8 

24.3 

12. 

j 

Average 

30.4 

ifi  o 

2 

1 

43.1 

10.  y 
26.8 

2 

2 

42.1 

26.9 

2 

3 

40.1 

24.4 

2 

4 

39.9 

24.4 

2 

5 

40.3 

24.7 

2 

6 

40.9 

25.1 

2 

7 

40.3 

24.6 

2 

8 

40.6 

24.9 

2 

Average 

40.9 

25  1 

TABLES  or  AUXILIARY  TESTS  OF  MATERIALS 


377 


TABLE  35.-COMPRESSIVE    STRENGTH  OF  CHICAGO   COMMON 

BRICK 


Sample  No. 

How  Tested 

Dimensions,  In. 

Area 
Under 
Load, 
Sq.In. 

Maximum  Load 

Width 

Thick- 
ness 

Length 

Total, 
Lb. 

Lb.per 
Sq.In. 

J-l 

On  end  .  .  . 

3.45 
3.75 
3.50 

2.20 
2.25 
2.25 

•••• 

7.59 
8.44 
7.88 

32900 
14900 
27550 

4330 
1760 
3500 

3200 

1160 
3610 
1240 
1740 
1980 
2020 

1960 

3030 
3460 
2050 
1810 
4100 
2440 

2815 

J-2 

do 

J-4...             

do    

Average  

J-3  Vt  brick 

On  edge. 

2.25 
2  15 
2.35 
2.35 
2.25 
2.25    . 

2.9 
3.35 
5.40 
4.10 
3.40 
4.55 

6.52 
7.20 
12.69 
9.64 
7.67 
10.24 

7550 
26000 
15680 
16800 
15150 
20700 

J-5         do    
J-7         do 

do    . 

do 

J-8         do  
J-9         do 

do    
do 

J-10       do  

do    

••'• 

Average 

J-3  J^  brick 

On  side.  .  . 

3.70 
3.50 
3.60 
3.50 
3  60 
3.65 

.... 

4.10 

4.60 
7.80 
2.60 
4.60 
3.70 

15.17 
16.10 
28.08 
9.10 
16.56 
13.50 

46010 
55800 
57730 
16490 
67910 
32900 

J-5         do    

do    . 

J-8         do            .... 

do    
do 

J-7         do 

J-9         do    . 

do    . 

J-10        do    

do    

Average 

TABLE  36.— TRANSVERSE  STRENGTH  OF  CHICAGO  COMMON 

BRICK 
Brick  tested  on  side  with  center  load  and  supports  7  in.  apart 


Sample  No. 

Dimensions,  In. 

Maximum  Load, 
Lb. 

Modulus  of  Rupture, 
Lb.  per  Sq.  In. 

Width 

Thickness 

J-3 

3.70 
3.50 
3.70 
3.60 
3.65 

2.25 
2.15 
2.35       . 
2.25 
2.25 

940 
2700 
460 
1540 
1580 

530 
1750 
240 
890 
900 

862 

J-5  
J-8 

J-9  
J-10  

Average 

378 


APPENDIX   D 


TABLE  37.— POROSITY  OF  GYPSUM  BLOCK 


Sample  No. 

Kind  of  Block 

Porosity, 
Percent  of 
Total  Volume 

Thickness 

Gypsum 

K-4 

4-in  hollow 

Western  .. 
do 

63.7 
63.7 
63.7 
63.9 
63.6 
63.6 

63.7 

58.6 
58.4 
62.6 
62.2 

60.4 

K-5 

4-in.  hollow  
4-in.  solid  

L-4  
L-5 

do 

4-in.  solid  
2-in.  solid  

do     
do     . 

M-4  

M-5                

2-in.  solid  

do 

Average  

N-4  : 

N-5 

4-in.  solid  
4-in.  solid 

Eastern  
do     . 
do 

O-4  
O-5 

2-in.  solid  
2-in.  solid 

do     

Average  

TABLE  38.— COMPRESSIVE  STRENGTH  OF  SOLID 

GYPSUM  BLOCK 
All  blocks  tested  on  edge 


Sample  No. 

Gypsum 

Dimensions,  In. 

Area 
Under 
Load, 
Sq.  In. 

Maximum  Load 

Thickness 

Length 

Width 

Total. 
Lb. 

Lb.  per 
Sq.  In. 

L-l 

Western  .  .  . 
do     
do     

4 

4 
4 

30.1 
30.1 
30.0 

12 
12 
12 

120.5 
120.5 
120.0 

61100 
44300 
49080 

507 
367 
409 

428 

640 

396 
398 

478 

656 
498 
504 

553 

458 
365 
415 

413 

L-2  
L-3  

Average  

M-l... 

M-2  
M-3  

Average  .  .  . 

do 

2 
2 
2 

29.9 
29.9 
30.0 

25.7 
25.7 
26.2 

12 
12 
12 

16.5 
16.5 
16.5 

59.8 
59.8 
60.0 

103.0 
103.0 
105.0 

38250 
23760 
23840 

67540 
51340 
52860 

do    
do    

N-l  

N-2 

Eastern  
do     
do     

4 
4 
4 

N-3  
Average  

6-1... 

0-2  
O-3  

Average  

do    
do    
do    

2 

2 
2 

26.1 
26.1 
26.1 

16.5 
16.5 
16.5 

52.2 
52.2 
52.2 

23950 
19205 
21685 

TABLES  OF  AUXILIARY  TESTS  OF  MATERIALS 
TABLE  39.— TRANSVERSE  STRENGTH  OF  SOLID 

GYPSUM  BLOCK 
All  blocks  tested  flatwise  on  side  with  center  load 


379 


Sample  No. 

Gypsum 

Dimensions,  In. 

Span, 
In. 

Weight 
of 
Block, 
Lb. 

Maximum 
Load, 
Lb. 

Modulus 
of  Rup- 
ture. Lb. 
per  Sq.  In. 

Thickness 

Length 

Width 

L-7  
L-8  
I.-9  

Western  .  .  . 
do  .... 
do  .... 

4 

4 
4 

30.2 
30.2 
30.2 

12 
12 
12 

24 
24 
24 

42.9 

47.4 
46.2 

689 
652 
562 

132 
125 
109 

122 

206 
201 
227 

211 

175 
165 
169 

170 

143 

117 
146 

135 

Average  . 

M-7  
M-8 

do  .... 
do  .... 
do  .... 

2 
2 
2 

29.8 
29.9 
29.9 

12 
12 
12 

24 
24 
24 

22.7 
22.1 
22.8 

266 
260 
294 

M-9 
Average.  . 

N-7  
N-8  
N-9 

Eastern  — 
do  .... 
do  .... 

4 
4 
4 

26.1 

26.1 
26.0 

16.5 
16.6 
16.6 

20 
20 
20 

58.9 
56.2 
58.2 

1520 
1433 
1503 

Average.  . 

O-7  
O-8 

do  .... 
do  .... 
do  .... 

2 
2 
2 

25.9 

26.2 
25.9 

16.4 
16.3 
16.4 

20 
20 
20 

24.4 

27.7 
25.7 

305 
245 
311 

O-9  
Average 

TABLE  40.— TRANSVERSE  STRENGTH  OF  GYPSUM  WALL  BOARD 

Samples,  18  in.  long,  were  tested  with  center  load 

and  supports  16  in.  apart 


No. 

Width, 
In. 

Thick- 
ness, 
In. 

Weight, 
Lb. 

Condition  of 
Board 

Direction  of 
Loading  Bar 

Maxi- 
mum 
Load, 
Lb. 

A-l 

11  9 

0  38 

3  1 

Drv                                  • 

Parallel  with  grain  of  paper 

37  0 

A-2  .  .  . 

12.0 

0  39 

3  1 

Dry 

do          

39.0 

A-3 

12  0 

0  39 

3  1 

Drv 

do                        

37  5 

Average 

37  8 

B-l  .  .  . 

12.0 

0.39 

3  1 

Dry  after  having  been  sat- 

Parallel  with  grain  of  paper 

39.0 

B-2 

11  9 

0  38 

3  0 

do                    

35  5 

Average  . 

37.2 

C-l.".. 
C-2.     . 

11.9 
12  0 

0.40 
0  38 

3.8 
3  7 

Saturated  
Saturated 

Parallel  with  grain  of  paper 
do                    

10.0 
6.0 

Average  . 

8.0 

D-l... 

12.0 

0.38 

3.1 

Dry  .  .  . 

Perpendicular   to   grain   of 

90.5 

D-2  
D-3 

12.0 
12  0 

0.34 
0  39 

3.2 
3  2 

Dry  
Dry 

paper  
do 

96.0 
92  0 

Average  . 

92.8 

E-l  
E-2.    . 

12.0 
12  0 

0.38 
0  38 

3.0 
3  1 

Dry  after  having  been  sat- 
urated          .       .       .   . 

Perpendicular  to  grain  of 
paper      

89.5 
87.0 

Average 

88  2 

F-l 

12  0 

0  38 

3  7 

Saturated   . 

Perpendicular  to  grain  of 

15.5 

APPENDIX  E 

PREVIOUS  INVESTIGATIONS 

Page 

1.  Bauschinger's  Tests 381 

(a)  First  Series 381 

(b)  Second  Series 382 

2.  Tests  by  Moller  and  Liihmann 383 

3.  Hamburg  Tests  385 

(a)  First  Series 385 

(b)  Second  Series 386 

(c)  General  Results 386 

4.  Fire  Test  of  Column  at  Vienna 386 

5.  New  York  Tests  387 

6.  Waite's  Tests  388 

7.  Tests  by  McFarland  and  Johnson 388 


38U 


APPENDIX  E 

PREVIOUS  INVESTIGATIONS 

The  first  experimental  investigations  on  the  fire  resistance  of  building 
columns  were  made  abroad,  principally  in  Germany.  When  iron  came  into 
use  as  a  structural  material  in  that  country  it  was  thought  that  the  possi- 
bility of  constructing  truly  fireproof  buildings  was  realized,  for  iron  is  not 
combustible.  Extensive  fires  showed  however,  that,  while  the  structural 
framework  did  not  burn,  the  building  collapsed  suddenly  and  without  warn- 
ing. It  was  early  recognized  that  some  wooden  structures  offered  greater 
resistance  to  fire  than  those  built  of  unprotected  iron,  a  result  that  occa- 
sioned no  little  comment  when  first  observed.  In  fact  iron  as  a  structural 
material  was  for  a  time  in  considerable  disrepute.  At  one  time,  the  use  of 
unprotected  cast  iron  columns  under  main  bearing  walls  was  forbidden  in 
Berlin,  but  wrought  iron  columns  permitted.  Subsequent  to  large  fires  in 
Berlin  and  Hamburg  the  reverse  was  true.  Similar  changes  in  opinion  were 
evident  as  to  whether  cast  and  wrought  iron  columns  should  be  given  fire 
protective  coverings  and  whether  such  coverings  should  be  removable  or 
permanent. 

1.  BAUSCHINGER'S  TESTS* 

In  1884-86  Prof.  J.  Bauschinger  of  Munich,  Germany,  made  two  series 
of  fire  and  water  tests  on  building  columns  that  were  loaded  in  a  horizontal 
testing  machine  and  heated  by  wood  fire  in  a  wrought  iron  trough  placed 
under  them.  Water  was  applied  to  the  top  surface.  Temperatures  were 
measured  by  alloys  of  tin,  lead,  and  silver  having  computed  melting  points 
of  300,  400,  500  and  600°  C,  that  were  attached  to  rods  and  held  against  the 
surface  of  the  column  at  the  middle  of  the  sides  to  obtain  the  average  tem- 
perature. Deflections  were  measured  in  the  vertical  and  horizontal  direc- 
tions by  indicators  attached  to  wires  that  were  fastened  to  the  column  at  the 
middle  of  its  length.  The  columns  were  loaded  to  what  were  considered  safe 
working  loads  and  subjected  to  three  successive  fire  and  water  tests,  the 
surface  temperatures  it  was  aimed  to  attain  when  water  was  applied  being 
generally  300°C,  400  to  600°C,  and  red  heat  above  600°C.  These  tests  were 
made  with  the  column  ends  fixed  or  restrained.  If  failure  did  not  occur 
a  final  test  at  red  heat  with  the  column  ends  unrestrained  was  made  in  most 
cases.  The  method  of  testing  was  largely  determined  by  the  fact  that  opin- 
ions differed  as  to  whether  damage  to  cast  irpn  columns  in  building  fires  was 
caused  by  the  fire  or  by  the  application  of  water  to  the  red  hot  metal. 

During  the  first  part  of  each  test  the  column  deflected  downward  toward 
the  fire  due  to  the  unequal  heating,  but  with  increase  of  temperature  greater 
uniformity  obtained  and  the  column  straightened  somewhat.  The  applica- 
tion of  water  to  the  upper  surface  caused  another  sharp  deflection  downward 
which  became  less  as  the  column  cooled  on  all  sides,  the  final  deflection  be- 
ing in  some  cases  upward.  The  test  conditions  and  effects  approximate  to 
some  extent  those  pertaining  to  unprotected  columns  under  exterior  walls. 

(a)     First  Series 

In  the  first  series,  tests  were  made  on  six  cast  iron,  three  wrought  iron 
and  15  columns,  of  other  building  materials  including  Portland  cement  mor- 
tar, brick  and  several  kinds  of  building  stone. 

The  cast  iron  columns  had  been  rejected  for  building  purposes  because 
of  uneven  wall  thickness,  "cold  shuts"  and  other  defects  and  were  more  or 
less  ornamental  in  form,  the  types  varying  from  the  plain  cylindrical  and 
slightly  tapering  shafts  to  the  form  having  an  ornamental  base  for  about 
one-third  of  the  length  and  a  tapering  shaft,  which  in  one  case  was  deeply 

*Mittheilungen   aus  den   Mech.  Tech.   Lab.   d.  k.   Tech.   Hochschule,  Munchen,   Heft   12, 
1885;  Heft.   15,  1887. 

381 


382  APPENDIX    E 

fluted.  They  had  plain  or  highly  ornamental  capitals  and  were  from  11 
ft.  to  13.8  ft.  in  length,  and  from  5.8  in.  to  7.6  in.  in  outside  diameter,  as 
measured  at  the  mid-height  of  the  column,  with  average  wall  thicknesses  of 
0.40  in.  to  1  in.,  the  thickness  varying  considerably  within  each  column. 
Working  loads  of  3400  to  5800  lb.  sq.  in.  were  applied,  the  stress  de- 
pending on  the  slenderness  ratio  of  the  column. 

As  tested  with  restrained  ends  the  cast  iron  columns  supported  their 
full  load  in  the  fire  and  water  tests  although  cracks  developed  in  some  cases 
at  the  higher  temperatures  when  water  was  applied.  Maximum  vertical 
deflections  of  Zl/2  in.  were  observed  after  application  of  water  on  columns  of 
nearly  uniform  wall  thickness.  With  columns  of  uneven  wall  thickness 
the  deflections  were  larger.  In  the  tests  with  unrestrained  ends,  on  appli- 
cation of  water,  the  resulting  deflection  made  the  columns  unable  to  support 
full  load,  and  caused  some  of  them  to  break. 

The  wrought  iron  columns  were  about  13  ft.  (4  meters)  in  length  and 
consisted  of  one  welded  tube  5.04  in.  outside  diameter  and  0.24  in.  thick, 
and  two  built-up  box  columns,  one  of  two  7-in.  channels  and  two  plates 
fastened  together  by  bolts  spaced  about  16  inches  on  centers,  and  the  other 
of  two  7-in.  I-beams  and  two  plates  fastened  with  bolts  spaced  about  seven 
inches  apart.  The  loads  were  6200,  7600  and  6700  lb.  sq.  in.,  respectively. 

The  welded  tube  took  a  large  deflection  before  the  temperature  had 
reached  600°  C.  and  failed  to  sustain  full  load.  A  slight  application  of  water 
increased  the  deflection  and  caused  it  to  fall  out  of  the  machine.  The  two 
other  columns  were  heated  to  300  and  400°  C.  followed  in  each  case  by  water 
application,  their  behavior  being  similar  to  that  of  the  cast  iron  columns, 
only  the  deflections  were  larger.  On  heating  to  600°  C.  and  applying  water 
the  deflections  became  so  large  that  the  full  load  could  not  be  carried  and 
some  of  the  bolts  were  sheared  off. 

Of  the  tests  on  other  building  materials  that  with  Portland  cement  mor- 
tar was  made  on  a  column  about  twelve  inches  (30  cm.)  square  and  ten  feet 
(3  meters)  long.  The  proportion  of  the  mixture  was  1:5,  Portland  cement 
and  coarse  sand.  The  column  was  tested  at  the  age  of  6]/2  months  under  a 
working  load  of  95  lb.  per  sq.  in.  It  was  heated  for  lf£  hr.  until  a  tempera- 
ture of  600°C.  was  attained  at  the  middle  of  the  sides  when  water  was  ap- 
plied. No  apparent  injury  resulted  and  when  cold  it  was  loaded  to  failure 
at  920  lb.  per  sq.  in. 

The  brick  column  was  about  12^  inches  (32  cm.)  square  and  6.6  feet 
long  with  brick  laid  in  Portland  cement  mortar  and  the  outside  covered 
with  a  layer  of  Roman  cement  plaster  about  0.60  inch  (1.  5  cm.)  thick.  It 
was  exposed  to  fire  for  one  hour  attaining  a  temperature  of  600°C.  on  the 
sides,  when .  water  was  applied.  No  apparent  damage  other  than  slight 
cracking  and  flaking  of  the  plaster  resulted,  the  column  being  subsequently 
loaded  to  failure  at  load  of  520  lb.  per  sq.  in. 

(b)  Second  Series 

Objections  raised  against  Bauschinger's  tests,  in  particular  that  the  loads 
applied  to  the  cast  iron  columns  were  too  small  and  that  the  component  parts 
of  the  wrought  iron  columns  were  bolted  together  at  intervals  too  far  apart  to 
secure  a  rigid  section,  led  Bauschinger  to  conduct  a  series  of  tests  in  1886  on 
two  cast  and  five  wrought  iron  Columns.  The  cast  iron  columns  were  about  13 
feet  (4  meters)  long;  one  had  outside  diameter  of  7  in.  and  average  wall  thick- 
ness of  1.1  in.  and  the  other  had  outside  diameter  of  6.1  in.  and  average  wall 
thickness  of  1  in.,  the  applied  working  loads  being  8400  and  7100  lb.  per  sq.  in., 
respectively.  The  columns  had  fairly  uniform  wall  thickness  and  were  ap- 
parently of  better  quality  than  the  cast  iron  columns  of  the  first  series.  They 
were  tested  in  a  manner  similar  to  those  in  the  first  series  and  although  large 
deflections  occurred  when  heated  to  red  heat  and  suddenly  cooled  by  water 
application,  they  sustained  their  full  working  load.  No  cracks,  due  to  water 
application  developed. 

The  wrought  iron  columns  were  about  19  feet  long  and  consisted  of 
two  plate  and  channel  box  sections  and  three  starred  angle  sections.  The 
former  were  built  up  of  two  5.7-in.  channels  and  two  5/16  by  8-in.  (20  cm.) 


PREVIOUS  INVESTIGATIONS  383 

plates  with  rivets  spaced  3  to  5  in.  on  centers,  and  were  loaded  to  6,300  Ib. 
per  sq.  in.  The  starred  angle  sections  were  of  two  sizes,  two  being  built  up 
of  four  3l/2  by  3]/2  by  7/16-in.  angles  spaced  2l/$  in.  back  to  back  and  riveted 
together  rigidly  at  the  ends  and  at  two  intermediate  points  about  six  feet 
apart  The  angles  of  the  third  column  of  this  type  had  Zl/%  by  3^  by  ^i-in. 
(1.0  cm.)  angles  spaced  1.4  in.  back  to  back  and  were  riveted  at  the  end  and 
at  five  intermediate  points,  about  three  feet  apart.  The  working  loads  for 
the  two  types  were  6300  and  5300  Ib.  per  sq.  in.,  respectively. 

All  five  columns  were  heated  red  hot  and  water  applied  until  they  were 
cold.  The  two  box  columns  carried  their  full  load  throughout  the  test,  al- 
though large  permanent  deflections  were  produced.  The  angle  columns  de- 
flected downward  rapidly  and  were  unable  to  carry  their  full  load  at  600°  C. 
Water  application  increased  the  deflection  and  caused  a  further  decrease  in 
the  sustained  load.  The  rivets  were  distorted  but  none  were  sheared  off. 

2.     TESTS    BY   MoLLER   AND   LtfHMANN* 

In  1887,  M.  Moller,  a  government  architect  and  R.  Liihmann,  an  engineer, 
obtained  a  prize  offered  by  the  (German)  Society  for  the  Promotion  of  In- 
dustrial Progress  for  the  best  essay  on  the  subject  of  the  Resistance  of  Iron 
Columns  when  Subjected  to  High  Temperatures,  submitting  to  that  end  a 
paper  in  which  were  described  tests  conducted  by  them  at  Hamburg,  Ger- 
many. 

From  the  remarks  accompanying  the  announcement  of  the  competition 
it  is  evident  that  the  principal  interest  centered  in  the  relative  resistance  to 
fire  and  water  of  unprotected  cast  and  wrought  iron  columns,  although  the 
behavior  of  masonry  piers  at  high  temperatures  was  also  considered  of  im- 
portance. 

In  planning  their  investigation,  Bauschinger's  work  was  carefully  con- 
sidered by  Moller  and  Luhmann,  who  concluded  that  in  both  the  first  and 
second  series  of  tests  by  the  former,  the  wrought  iron  columns  were  over- 
loaded, resulting  in  relatively  greater  bending  as  the  columns  deflected  un- 
der the  unsymmetrical  heating  and  giving  greater  extreme  fibre  stress  than 
the  columns  could  withstand.  It  was  held  that  a  comparison  of  cast  and 
wrought  iron  columns  should  be  made  with  specimens  identical  in  length, 
lateral  dimensions  and  moment  of  inertia. 

The  specimens  tested  by  Moller  and  Luhmann  were  3.28-  ft.  (one  meter), 
6.56  ft.  (2  meters)  or  13.12  ft.  (4  meters)  in  length.  The  shortest  length  was 
chosen  to  give  approximately  the  compressive  strength  of  the  material,  the 
intermediate  length  was  in  about  the  same  ratio  to  the  lateral  dimensions  as 
of  columns  in  actual  use,  and  the  longest  was  taken  as  representing  un- 
usually large  values  of  that  ratio. 

The  cast  and  wrought  iron  specimens,  all  of  approximately  9.8  square 
inches  in  cross  sectional  area,  comprised  solid  and  hollow  cylindrical  forms, 
the  former  3^2  in.  in  diameter,  the  latter  about  six  inches  in  outer  diameter 
with  wall  thickness  slightly  less  than  fy%  in.;  a  hollow  cast  iron  ornamental 
fluted  column  of  approximately  the  same  diameter  and  area  as  the  other 
hollow  sections;  and  a  riveted  form  of  rectangular  section  (6  by  7  in.)  built 
up  of  four  angles  united  on  two  sides  by  plates  and  on  the  other  sides  by 
lattice  bars,  the  component  parts  being  rigidly  bolted  and  riveted  together. 
The  cast  iron  columns  had  fairly  uniform  wall  thickness. 

As  adding  somewhat  to  the  resistance  to  fire  and  water,  one  of  the 
wrought  iron  and  two  of  the  cast  iron  columns  were  filled  with  cement, 
a  2-in.  gas  pipe  being  placed  concentrically  in  one  of  the  latter  to  maintain 
alignment  of  the  pieces  when  the  column  broke.  Quite  full  protection  was 
given  one  each  of  the  hollow  cast  and  wrought  iron  specimens  by  a  covering 
of  1:3  cement  mortar  about  2l/2  inches  thick,  interlaced  with  wire.  Also, 
one  of  the  riveted  angle  columns  was  protected  by  a  circular  wood  mantle 
about  \y^  inches  thick,  covered  with  sheet  iron. 


*Verhandhmg    des    Vereines    zu    Beforderung    des    Gewerbfleisses,    Vol.     66,    1887,    pp. 
573  and  701. 


384  APPENDIX    E 

There  were  further  included  oak  and  fir  columns  6  in.  square,  and  col- 
umns of  brick  9  in.  square,  set  in  cement  mortar. 

Lengths  other  than  6.56  ft.  were  used  only  in  the  unprotected  cylindrical 
cast  and  wrought  iron  specimens.  Report  was  made  on  about  40  tests  of 
which  approximately  two-thirds  were  fire  and  water  tests,  the  rest  being 
load  tests  at  normal  temperature. 

The  testing  apparatus  was  very  similar  to  that  used  by  Bauschinger,  tfie 
columns  being  loaded  in  a  horizontal  hydraulic  press,  and  heat  applied  by 
coke  fire  jn  a  U-shaped  trough  placed  beneath  the  column.  Temperatures  of 
330°,  440°  and  600°C.  were  measured  by  metals  and  alloys  placed  in  contact 
with  the  outside  of  the  columns.  Vertical  deflections  were  measured  at  the 
mid-point  of  the  length,  using  a  lever  with  one  of  its  ends  resting  on  the 
column. 

The  loads  were  applied  with  the  column  axis  uniformly  0.39  in.  (one 
cm.)  below  that  of  the  machine,  the  authors  holding  that  central  loading 
of  columns  does  not  occur  in  buildings  except  by  chance,  and  that  the 
above  eccentricity  is  about  what  may  be  expected  in  practice. 

In  general  the  tests  were  conducted  with  the  column  ends  unres- 
trained, the  machine  being  fitted  with  spherical  bearing  blocks,  but  to 
determine  the  difference  a  few  columns  were  loaded  between  fixed  parallel 
bearing  plates.  Some  of  the  columns  were  loaded  at  ordinary  temperatures, 
and  the  safe  load,  as  judged  apparently  by  the  limit  of  permissible  deflection, 
and  the  maximum  load,  were  determined.  The  same  quantities  were  deter- 
mined for  the  high  temperature  condition,  in  general  after  330°C.  and  600°C. 
had  been  attained  on  the  upper  and  lower  sides  of  the  column,  respectively. 
The  load  determinations  at  high  temperature  were  generally  made  when  the 
maximum  deflection  had  been  induced  which  generally  occurred  at  the  time 
of  water  application. 

On  application  of  maximum  load  while  hot,  the  short  hollow  columns 
(one  meter  long)  deflected  upward  due  to  yielding  of  the  metal  at  higher 
temperature  on  the  lower  side  of  the  column.  The  solid  columns  of  this 
length,  in  common  with  all  of  the  longer  columns,  deflected  downward 
due  to  the  uneven  heating,  the  deflections  increasing  on  application  of  water 
and  load.  The  following  tabulation  gives  a  summary  of  the  result  obtained 
with  unprotected  hollow  and  solid  columns  of  cast  iron  and  wrought  iron: 

Slenderness,     pjre  an(j  water  test  Test  at  normal  temperature 
„_.      .        ratio,          Maximum  Maximum 

Effective    L»   load,  Lb.  per  Deflection,         load,  Lib.     Deflection, 

Form  and   Material,      length,  Ft.        r  sq.  in.  In.  per  sq.  in.  In. 

Hollow   cast  iron....  4.2  27  16500  0.98  43700          1.02 

Hollow  wrought  iron  4.2  27  13500  1.97             

Hollow  cast  iron 7.5  47  23000  1.77  37200          0.39 

Hollow  wrought  iron  7.5  47  10800  1.97  23000          0.78 

Solid  cast  iron 4.2  57  9220  1.17  39300          0.33 

Solid  wrought  iron..  4.2  60  9100  0.28-  22100          0.63 

Solid  cast  iron 7.5  101  6640  1.93  10900          0.98 

Solid  wrought  iron..  7.5  107  5000  1.97  13500          0.18 

Hollow  cast  iron....  14.0  89  2650  4.75  15300          1.77 

Solid   cast   iron 14.0  190  1890  6.80             

Solid  wrought  iron    . .  14.0  201  1620  4.56 

The  decrease  in  strength  with  length  was  marked,  particularly  for 
the  columns  loaded  after  fire  exposure  and  water  application.  This  was 
due  to  the  larger  lateral  deflections  caused  by  unsymmetrical  heating,  cool- 
ing and  loading  induced  in  the  longer  columns,  test  conditions  that  can 
hardly  be  said  to  duplicate  typical  fire  conditions  even  for  unprotected  ex- 
terior wall  columns.  In  the  snorter  lengths,  the  cast  iron  sustained  higher 
average  unit  loads  than  the  wrought  iron,  the  difference  becoming  smaller 
with  increase  of  length  or  slenderness  ratio.  The  load  reported  as  safely 
carried  after  fire  and  water  application  varied  from  a  little  over  one  half  of 
the  maximum  load  finally  sustained  to  nearly  the  full  value  of  the  latter. 
Failure  was  due  in  all  cases  to  bending  produced  mainly  by  uneven  tempera- 
ture distribution  over  the  column  section.  The  tests  developed  no  crack- 


PREVIOUS  INVESTIGATIONS  385 

ing  of  the  hot  cast  iron  due  to  water  application  except  in  the  case  of  the 
longest  column  in  which  case  the  crack  could  have  been  incidental  to 
failure  as  caused  by  the  large  deflection. 

The  columns  tested  between  fixed  parallel  plates  withstood  higher 
loads  than  those  tested  with  spherical  end  blocks,  although  the  tests  were 
too  few  in  number  to  afford  definite  comparison. 

The  filled  columns  sustained  slightly  higher  loads  under  the  same 
test  conditions  than  the  corresponding  unfilled  columns.  The  metal  of 
the  columns  protected  by  mortar  was  only  moderately  warm  after  the 
column  had  been  in  the  fire  about  \l/2  hours,  and  that  of  the  column  protected 
by  wood  was  120°C.  after  the  covering  had  been  removed  subsequent  to  a 
63-min.  fire  exposure.  The  strength  of  the  brick  columns  was  reduced  about 
50  percent  after  40  to  45-minutes  fire  exposure.  The  oak  column  failed  due 
to  reduction  of  area  and  strength  of  the  wood  after  8  min.  under  load  of 
1240  Ib.  per  sq.  in.,  as  computed  on  the  original  area,  and  the  fir  column 
after  18  min.  in  the  fire  under  load  of  1110  Ib.  per  sq.  in. 


3.    HAMBURG   TESTS* 

Two  series  of  fire  tests  on  loaded  building  columns  were  undertaken 
at  Hamburg,  Germany,  in  the  period  1893  to  1895  by  representatives  ap- 
pointed by  the  Hamburg  senate  from  the  building  commission,  the  fire 
department,  the  warehouse  association  and  the  insurance  interests. 

(a)     First    Series 

In  the  first  series,  tests  were  made  on  wrought  iron  columns  built  up  of 
4  angles  united  by  latticed  bars  and  plates  to  form  rectangular  sections. 
A  few  columns  were  tested  unprotected,  two  were  filled  with  cinder  concrete 
and  nine  were  protected  by  coverings  from  ^  in.  to  2  in.  in  thickness,  con- 
sisting of  concrete  (Monier)  blocks,  gypsum  and  magnesite  blocks  or  boards, 
pressed  cork  and  asbestos-cement.  Some  of  the  coverings  were  protected  by 
a  sheet  metal  mantle.  In  the  series  were  also  included  three  wooden  columns 
11.8  in.  square,  one  of  which  was  covered  by  sheet  metal. 

The  question  of  the  relative  fire  resistance  of  the  several  column  ma- 
terials was  still  of  interest  and  although  fire  protective  coverings  had  come 
to  be  employed,  their  use  had  not  gained  such  headway  as  in  America, 
where  hollow  tile,  at  that  date  not  manufactured  in  Germany,  was  the 
almost  universal  covering  material.  The  importance  of  simulating  in  the 
tests  actual  loading  and  fire  conditions  was  recognized. 

The  columns  were  loaded  by  a  hydraulic  ram  in  upright  position  within 
a  framework  in  which  were  inserted  two  platforms  \\l/2  ft.  apart  to  which 
the  test  column  was  attached.  Heat  was  applied  over  a  length  of  about 
four  feet  in  the  middle  portion  of  the  column  by  a  gas-fired  oven  built  in 
halves  which  swung  together  about  the  column.  Temperatures  were 
measured  by  Seger  cones,  fusible  alloys  and  a  thermo-electric  pyrometer,  and 
lateral  deflections  with  rods  passed  through  holes  in  the  furnace  walls.  Work- 
ing load  was  applied,  centrally  or  eccentrically,  and  heating  continued  until 
the  column  was  unable  to  sustain  it,  when  water  was  applied  over  the  heated 
length.  The  furnace  temperature  rise  varied  considerably  between  dif- 
ferent tests  and  was  at  times  quite  rapid,  1200°C.  being  sometimes  attained 
in  2  hr.  and  1400°  C.  in  4  hr. 

The  unprotected  wrought  iron  columns  of  the  first  series  failed  after 
17  to  59-min.  fire  exposure,  depending  on  the  rate  of  temperature  rise,  the 
metal  temperature  at  failure  being  given  at  about  600° C.,  and  the  load  sus- 
tained, 14,200  Ib.  per  sq.  in.  (1000  kg.  per  sq.  cm.).  The  filled  columns  prov- 
ed to  be  only  slightly  more  resistive  than  the  unprotected  and  unfilled 
columns. 


*Vergleichende   Versuche  uber   die   Feuersicherheit   von    Speicherstutzen.      Commissions- 

""VergleicKnde^Ube/s'icht  uber  die   Feuersicherheit   gusseiserner   S'peicher-stutzen.     Ham- 
burg, 1897. 

Zeitsch _.     _ 

Stahl  und   Eisen.  Vol.   18.  p.  691 


?Zeitschrift  d.  Verem  Deutch  Ing.,  Vol.   40,  p.   159,  Vol.  41,  p.    1007,  Vol.  42,  p.   183. 


386  APPENDIX    E 

The  protected  wrought  iron  columns  failed  after  l-K  to  4  hr.,  with  maximum 
furnace  temperature  of  1200  to  1300°C.,  the  load  applied  being  apparently 
the  same  as  for  the  unprotected  columns.  The  temperatures  inside  of  the 
column  were  not  known,  except  that  they  were  over  412° C. 

The  application  of  water  resulted  in  injury  to  the  concrete  coverings, 
and  destruction  of  the  other  coverings  except  where  covered  with  sheet  metal. 

The  wooden  columns  failed  after  a  furnace  exposure  averaging  a  little 
over  one  hour  for  the  three  tests,  the  reduction  in  cross  section  from  com- 
bustion of  the  wood  being  about  40  per  cent. 

(b)     Second  Series 

Tests  were  made  on  about  24  columns  of  cast  iron  of  10.8  in.  outside 
diameter,  22  of  which  had  wall  thicknesses  of  1.18  in.,  and  two,  0.47  in.,  the 
columns  being  cast  in  vertical  position.  Of  the  total  number,  17  were  pro- 
tected by  coverings  \l/2  to  2  in.  (4  to  5  cm.)  thick,  consisting  of  the  ma- 
terials used  in  the  first  series  to  which  were  added  coverings  of  tufa  stone  and 
asbestos-kieselguhr.  A  number  of  the  coverings  were  encased  in  sheet 
metal.  The  effect  of  an  air  space  between  the  covering  and  column  and  of 
free  convection  within  the  column  were  studied,  as  also,  the  difference  be- 
tween permanent  as  distinguished  from  removable  coverings,  some  members 
of  the  commission  holding  that  coverings  should  be  removable  to  permit  ex- 
amination of  the  column  from  time  to  time,  on  account  of  danger  from  rust. 

The  method  of  testing  was  substantially  the  same  as  in  the  first  series. 
The  unprotected  cast  iron  columns  failed  in  from  35  to  59  min.  depending  on 
the  intensity  of  the  fire,  under  load  of  7100  Ib.  per  sq.  in.  (500  kg.  per  sq. 
cm.),  and  temperature  of  the  column  reported  as  800° C.  Increasing  the  col- 
umn load  to  10,700  Ib.  per  sq.  in.  (750  kg.  per  sq.  cm.)  caused  failure  to  occur 
with  column  temperature  of  700° C.  The  thin  walled  column  gave  a  little 
lower  resistance  than  those  of  greater  thickness.  The  application  of  water 
to  unprotected  columns  that  had  failed  in  the  fire  test  and  suffered  large  de- 
formation, generally  caused  cracking. 

The  protected  columns  failed  after  3  to  5l/2  hr.  with  maximum  furnace 
temperatures  from  1200  to  1500°  C.,  except  the  one  covered  with  2-in.  thick- 
ness of  asbestos-kieselguhr,  which  did  not  fail  after  a  fire  exposure  of  7  hr. 

The  air  space  between  the  column  and  the  covering  increased  the  fire 
resistance  a  little  and  the  provision  for  free  convection  within  the  column 
delayed  failure  by  nearly  one  hour.  The  action  of  water  on  the  coverings 
was  the  same  as  in  the  first  series. 

(c)     General  Results 

The  Hamburg  tests  were  the  first  to  determine  the  strength  of  wrought 
iron  and  cast  iron,  applied  as  columns,  under  central  load  and  symmetrical 
heating.  The  column  temperatures  reported,  regarded  as  those  of  the  metal 
at  failure,  were  without  doubt  higher  than  the  actual  temperatures  due  to  the 
methods  of  measurement  employed.  As  column  tests,  they  are  open  to  ob- 
jection in  that  only  about  one-third  of  the  column  length  was  heated.  The 
tests  on  protected  columns,  while  giving  little  information  on  the  effective- 
ness of  covering  materials  now  in  use,  proved  conclusively  the  great  gain 
in  fire  resistance  attainable  by  protecting  the  metal  with  materials  of  low 
heat  conductivity. 

With  regard  to  water  application  on  cast  iron  columns  at  high  tempera- 
ture, the  results  are  not  conclusive,  since  in  almost  all  tests,  the  columns  had 
sustained  large  deformations  by  failure  in  the  fire  test  before  water  was 
applied. 

4.    FIRE  TEST  OF  COLUMN  AT  VIENNA* 

In  1893  the  Building  Department  of  Vienna  conducted  a  fire  and  water 
test  on  a  single  wrought  iron  column  11^  ft.  long,  built  up  of  two  5^-in. 
channels,  connected  by  lattice  bars.  The  column  was  protected  by  brickwork 
5^2  iru  thick,  laid  in  fire  clay  mortar,  the  interior  of  the  column  being  un- 
filled. 

The  furnace  was  of  brick,  8  by  12  ft.  in  horizontal  dimensions,  and  with 
height  equal  to  the  column  length.  Wood,  piled  3  to  4  ft.  high,  was  used  for 
fuel  and  the  temperatures  of  furnace  and  column  were  indicated  by  alloys. 

•Engineering  News,  Vol.  32,  p.  184,  September  ^  6,  1894.  Translation  of  article  in 
Zeitschrift  des  Oestereicheschen  Ingen.  u.  Arch.  Verein. 


PREVIOUS  INVESTIGATIONS  387 

Load  was  applied  to  the  column  section  using  a  long  lever.  After  a  fire 
test  of  2^2-hr.  duration  wherein  furnace  temperatures  evidently  much  in  ex- 
cess of  400°  C.  were  attained,  a  hose  stream  was  applied  to  one  side  of  the 
column. 

The  only  apparent  damage  caused  by  the  combined  test  was  considera- 
ble spalling  of  the  bricks  at  the  corners,  cracking  of  bricks  in  the  upper 
half  of  the  covering  and  washing  away  of  some  of  the  mortar.  The  maxi- 
mum temperature  indicated  inside  of  the  column  was  65°C. 

5.     NEW  YORK  TESTS* 

Fire  tests  of  unprotected  columns,  two  of  structural  steel  and  two  of 
cast  iron,  and  a  fire  and  water  test  of  one  unprotected  cast  iron  column,  were 
made  in  1896  under  the  direction  of  a  committee  appointed  by  the  Tariff 
Association  of  New  York,  the  Architectural  League  of  New  York  and  the 
American  Society  of  Mechanical  Engineers. 

The  steel  columns  were  14  ft.  long,  one  being  a  box  section  built  up  of 
two  10-in.  channels  and  two  12  by  /4-in.  plates  and  the  other  a  Z-bar  sec- 
tion consisting  of  four  4  by  5/16-in.  Z-bars  riveted  to  a  plate  6%  in.  wide, 
other  details  of  design  being  in  accord  with  accepted  standards  of  practice. 
The  cast  iron  columns  were  13  ft.  long,  of  £<-in.  outside  diameter  and  1-in. 
wall  thickness  and  were  cast  in  horizontal  position  with  dry  sand  core,  the 
ends  being  flanged  and  end  bearings  machined. 

The  columns  were  tested  in  vertical  position  within  a  furnace  chamber 
about  12  feet  square  and  14  feet  high,  the  fuel  used  being  producer  gas  ad- 
mitted by  burners  extending  through  the  floor  of  the  furnace.  Air  was  sup- 
plied through  openings  in  the  floor  near  the  gas  inlets.  Arrangements  were 
made  for  intensifying  the  fire  when  necessary  by  injecting  a  naphtha  spray 
into  the  gas  main  supplying  the  burners.  Load  was  applied  to  the  column 
within  a  restraining  frame  of  structural  steel  by  a  hydraulic  ram  placed  be- 
neath the  column,  filler  blocks  of  cast  iron  transmitting  the  load  to  the 
column. 

In  the  fire  tests  it  was  intended  to  subject  the  columns  to  working  loads, 
and  for  one  test  each  of  steel  and  cast  iron  columns,  to  use  a  slow  and  a 
rapid  furnace  temperature  rise.  Furnace  temperatures  were  measured  with 
an  Uhling-Steinbart  transpiration  pyrometer.  Temperatures  on  the  metal  of 
the  columns  were  not  measured  in  any  of  the  tests. 

In  the  test  of  the  plate  and  channel  column,  using  a  slow  temperature 
rise,  a  furnace  temperature  of  about  650° C.  was  attained  in  1  hr.,  which 
temperature  maintained  for  about  20  minutes  caused  the  steel  to  show  red 
color  and  fail  under  a  load  of  6400  Ib.  per  sq.  in.,  trouble  with  the  loading 
equipment  preventing  the  application  of  the  full  working  load. 

The  Z-bar  column,  tested  under  full  working  load  of  12,000  Ib.  per  sq.  in. 
and  rapid  furnace  temperature  rise,  failed  25  min.  after  the  beginning  of  the 
test.  A  maximum  furnace  temperature  of  about  750°  C.  was  indicated  at  14 
min.,  which  fell  off  to  600°  C.  at  failure. 

The  cast  iron  columns  were  tested  under  working  load  of  7700  Ib.  per 
sq.  in.  In  the  test  with  slow  temperature  rise  the  column  began  to  show 
color  after  65-min.  fire  exposure,  the  furnace  temperature  being  near  600°  C. 
After  another  18  min.  during  which  the  furnace  temperature  averaged  640°  C. 
the  gas  was  shut  off  and  the  furnace  door  opened  for  9  min.,  which  disclosed 
the  test  column  to  be  decidedly  red  and  bent.  The  door  was  closed  and  the 
test  continued  at  lower  furnace  temperature  for  28  min.,  the  column  sus- 
taining its  load  although  greatly  bent.  No  cracks  developed.  The  per- 
manent lateral  deflection  was  3^2  in. 

The  cast  iron  column  tested  with  rapid  temperature  rise  had  deflected  a 
.visible  amount  at  35  min.  and  began  to  show  color  at  39  min.,  the  furnace 
temperature  at  this  time  being  730° C.  It  failed  at  43  min.  with  complete 
fracture  across  the  section  near  the  middle. 

In  the  fire  and  water  test,  water  was  applied  at  four  successive  times 
following  fire  exposures  of  increasing  intensity.  Before  the  third  application 
the  furnace  temperature  was  580°  C.  and  the  column  showed  color  Imme- 
diately before  the  last  water  application  a  furnace  temperature  of  700  L. 

•Trans.~Am.    Soc.    of  Mech.    Eng.,   Vol.    18,    1&96-1897,  p.    24. 


388  APPENDIX    E 

was  indicated  and  the  column  was  red  and  bent.     No  cracks  developed.  The 
permanent  lateral  deflection  was  3J4  in. 

The  tests  made  apparent  that  unprotected  metal  columns  will  fail  in 
fires  of  moderate  intensity  after  a  comparatively  short  exposure,  the  steel 
columns  being  less  resistive  than  those  of  cast  iron  under  the  respective  unit 
loads  for  which  the  two  types  are  generally  designed.  Injury  to  cast  iron 
columns  due  to  water  application  while  hot  is  shown  to  be  improbable  with 
columns  of  the  given  proportions.  The  tests  give  little  information  on  the 
temperature  in  the  metal  at  failure  or  on  definite  time  resistance  under  com- 
parable fire  conditions. 

6.  WAITE'S  TESTS 

In  1903  the  Guy  B.  Waite  Co.  of  New  York  conducted  some  fire  and 
water  tests  on  floors  and  partitions,  under  the  supervision  of  the  Manhattan 
Bureau  of  Buildings,  constructing  to  that  end  a  reinforced  concrete  test 
house  in  which  were  placed,  for  the  purpose  of  studying  incidentally  the 
behavior  of  column  coverings,  a  reinforced  concrete  column  made  with  stone 
aggregate,  proportion  of  mixture,  1:2:4,  and  two  cast  iron  columns,  one  of 
which  was  covered  with  \l/2  in.  of  poured  cinder  concrete  of  proportion  1:5, 
Portland  cement  and  hard  coal  cinders,  the  other  with  a  gypsum  ancTcinder 
composition. 

The  reinforced  concrete  column  was  considerably  pitted  by  water  from 
a  IJ^-in.  nozzle  at  60  Ib.  pressure  after  it  had  been  subjected  for  4  hr.  to  a 
test  fire  with  average  temperature  of  about  930°  C.  The  cinder  concrete 
covering  was  in  excellent  condition  after  it  had  gone  through  the  same 
test  and  in  addition  three  tests  of  1-hr,  duration  with  water  application  at 
the  end  of  each.  The  gypsum  covering  appeared  in  good  condition  at  the 
end  of  a  single  fire  test,  but  on  water  application  it  was  partially  washed 
away. 

7.  TESTS  BY  McFARLAND  AND  JOHNSON* 

Tests  to  determine  the  effect  of  fire  and  water  on  the  strength  of  rein- 
forced concrete  columns  were  made  in  1906  by  H.  B.  McFarland  and  E.  V. 
Johnson  at  the  Chicago  laboratory  of  the  National  Fireproofing  Company. 

The  columns,  three  in  number,  about  Wl/2  inches  square  and  12  feet  long 
were  made  of  1:2:4  limestone  concrete,  and  reinforced  with  ^j-in.  rods  placed 
near  the  corners.  Two  columns  were  tested  in  compression  at  normal  tem- 
perature at  age  of  2  months  and  3J^  months,  respectively,  and  sections  5  to  6 
feet  long  cut  from  them  outside  of  the  region  of  failure  for  use  in  the  fire 
test.  One  of  these  specimens  was  covered  with  3-in.  solid  porous  clay  tile 
and  the  other  was  tested  unprotected,  and  after  the  fire  test  subjected  to 
water  application.  The  third  column  was  cut  in  two,  one  part  for  use  in  the 
fire  test,  and  the  other  for  a  comparable  compression  test  at  normal  tem- 
perature. The  age  of  all  columns  was  23  months  at  the  time  of  the  fire 
test. 

The  three  specimens  were  placed  on  end  in  a  wood-fired  furnace  and 
subjected  under  no  load  to  a  3-hr,  fire  test.  Furnace  temperatures,  as  indi- 
cated by  a  Bristol  thermo-electric  pyrometer,  ranged  from  800  to  1000° C. 
for  the  greater  portion  of  the  period.  On  the  day  following  the  fire  test, 
they  were  tested  in  compression. 

The  section  protected  by  clay  tile  was  little  affected  by  the  test  and  de- 
veloped compressive  strength  of  3127  Ib.  per  sq.  in.  An  18-in.  long  specimen 
cut  from  the  same  column  but  not  subjected  to  fire  test,  developed  3558  Ib. 
per  sq.  in.  The  specimen  to  which  water  was  applied  after  the  fire  test, 
failed  in  the  compression  test  at  674  Ib.  per  sq.  in.  The  column  from  which 
it  was  cut  had  developed  2116  Ib.  per  sq.  in.  at  age  of  3]/2  months,  the  fire 
and  water  treatment  haying  apparently  caused  a  decided  decrease  in  strength. 
A  similar  effect  was  indicated  in  the  case  of  the  third  specimen,  its  strength 
being  7,11  Ib.  per  sq.  in.,  against  2565  Ib.  per  sq.  in.  for  the  section  of  the 
same  column  that  was  not  exposed  to  fire. 

The  large  reductions  in  strength  sustained  by  the  unprotected  columns 
can  be  ascribed  in  part  to  their  small  size,  larger  columns  being  subject  to 
smaller  percentage  reduction  in  strength  due  to  surface  damage  from  fire 
exposure. 

*  Engineering  News.  Vol.   56.  p.   316,   September   20,   1906. 


APPENDIX  F 
CENTIGRADE  AND  FAHRENHEIT  CONVERSION  TABLE 


c.° 

0 

10 

20 

30 

40 

50 

60 

70 

80 

90 

F. 

F.' 

F- 

F, 

F. 

F" 

F. 

F. 

L' 

F. 

0 

32 

50 

68 

86 

104 

122 

140 

158 

176 

194 

100 

200 
300 

212 

392 
572 

230 
410 
590 

248 

428 
608 

266 
446 
626 

284 
464 
644 

302 

482 
662 

320 
500 
680 

338 
518 
698 

356 
536 
716 

374 
554 
734 

400 
500 
600 

752 
932 
1112 

770 
950 
1130 

788 
968 
1148 

806 
986 
1166 

824 
1004 
1184 

842 
1022 
1202 

860 
1040 
1220 

878 
1058 
1238 

896 
1076 
1256 

914 
1094 
1274 

700 
800 
900 

1292 
1472 
1652 

1310 
1490 
1670 

1328 
1508 
1688 

1346 
1526 
1706 

1364 
1544 
1724 

1382 
1562 
1742 

1400 
1580 
1760 

1418 
1598 
1778 

1436 
1616 
1796 

1454 
1634 
1814 

1000 

1832 

1850 

1868 

1886 

1904 

1922 

1940 

1958 

1976 

1994 

1100 
1200 
1300 

2012 
2192 
2372 

2030 
2210 
2390 

2048 
2228 
2408 

2066 
2246 
2426 

2084 
2264 
2444 

2102 
2282 
2462 

2120 
2300 
2480 

2138 
2318 
2498 

2156 
2336 
2516 

2174 
2354 
2534 

1400 
1500 
1600 

2552 
2732 
2912 

2570 
2750 
2930 

2588 
2768 
2948 

2606 

2786 
2966 

2624 
2804 
2984 

2642 
2822 
3002 

2660 
2840 
3020 

2678 
2858 
3038 

2696 
2876 
3056 

2714 
2894 
3074 

1700 
1800 
1900 

3092 
3272 
3452 

3110 
3290 
3470 

3128 
3308 
3488 

3146 
3326 
3506 

3164 
3344 
3524 

3182 
3362 
3542 

3200 
3380 
3560 

3218 
3398 
3578 

3236 
3416 
3596 

3254 
3434 
3614 

2000 

3632 

3650 

3668 

3686 

3704 

3722 

3740 

3758 

3776 

3794 

1       1.8             1 
2       3.6             2 
3        5.4             3 

4       7.2             4 
5       9.0             5 
6       10.8             6 

.56                   Examples: 
1.11 
1.67            515°C.-  950°F.+9°F.—  059°F. 
2039°F.-11100C.+50C.-1115°C. 
2.22 
2.78 
3.33 

7       12.6             7 
8       14.4             8 
9       16.2             9 

3.89 
4.44 
5.00 

10       18.0            10 

5.56 

6.11 
6.67 


7.22 
7.78 


9.44 
10.00 


389 


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